Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans (202)
„-,-„,,-, _ ,--,..),,,K, mg \c-_2a ,, R. cA,c. _ Nic MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 17-B ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1504881 thru K1504950 My license renewal date for the state of Oregon is December 31,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��R Q PR O 'So” �NGINE'F ,;(2. Q B9200PE 9t' © it -1L 41OREGON a i fU 2— 14, 2-°04i;.,4` RR11.E ALOP- liii► November 3,2015 Baxter,David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x.1 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 8-02-12 8-02-12 T 12 12 6.00 p II M-4x4 d 6.00 3 Or I I 2 _ 9 m I m o 1 - IT c c / ////////!////////1///////////////////////////////////1////////////////////////////////////////////!!//////////!/////////////i// o 1 of 0 M-3x4 M-3x4 • y 1-06 y 16-05-08 ;\C4, f ip x'10 89200 E. JOB NAME : 5017—B POLYGON — AlScale: 0.4601 itg'" �'p: WARNINGS: GENERALNOTES, unless yupotherwise epere parameters ,7 OREGON �IIP ' 1.Builder and erection contractor should be advised of ell General Notes 1.This design Is based only upon the parameters Mown and Is for an individual OREGON 1 V � 'V.( Truss: Al and Warnings before construction commences building component.Applicability of design parameters and proper �y [�&, 2.2x4 compression web bracing must be Installed where shown 4. Incorponetlon of component is the responsibility of the building designer. I'rO 'T�'" y 4 a 1'1�a 3.Additional temporary bracing to insure stability during construction 2.Destgn and et l y e c.top and bottom chords Ic be laterally bracedat t L (y ll. Is the responsibility of the erector.Additional permanent bracing of T o.c.and al t B e.c respectively unless braced throughout their length by �` `_ continuous.heathing such es plywood Mealhlrp(IC)and/or drywall(BC). `R.I"3'1 �: DATE: 11/2/2015 the uveral structure lathe responsibility of the Wilding designer. 3.2x Moped bridging or lateral bracing required where Move r 4 fl 1. SEQ. : K1504881 4.Na bad should be applied to any component until after hi bracing and 4.Installation of tru,llsa the a aresponsbe ibility dInthe ne as�nie ctive contretor. 1, fasteners are compete end at no time should any bads greater Then Ded gro ssumfor e comaeorate b. TRANS I D' LINK design cads be applied to any component. 8.Design assumes on bearing at al supports Mown.Shim or wedge If 5.CompuTrus has no control over and assume.no responsibility for the necessary. EXPIRES:12/31/2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 G.This design h furnished subject to the limitations sat forth by 8.Plates shag be hosted on both faces of truss,end placed so their center TP WITCA In SCSI,copes of which nil be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate size of plate in Inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate deeign values see ESR-1311,ESR-1958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 16'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-161) 866 3- 8=(-256) 209 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1046) 267 8- 6=(-206) 866 8- 4=( -39) 435 WEBS: 2x4 KDDF STAND 3- 4=( -784) 176 8- 5=(-256) 209 LOADING 4- 5=( -784) 176 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1046) 267 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PIF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 862V -87/ 87H 5.50" 1.38 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 16'- 5.5" -151/ 862V 0/ OH 5.50" 1.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.022" @ 8'- 2.7" Allowed = 0.777" MAX LL DEFL = 0.013" @ 17'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 17'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.047" @ 12'- 8.6" Allowed = 0.481" MAX HORIZ. LL DEFL = 0.011" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.017" @ 16'- 0.0" 8-02-12 8-02-12 fT f Design conforms to main windforce-resisting 9-03-12 3-11 3-11 4-03-12 system and components and cladding criteria. 1 4 1 'i '1 12 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 IIM-4x4 Q 6 00 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9.0" Truss designed for wind loads 4 4`-'( in the plane of the truss only. lip M-1.5x3 M-1.5x3 3 ol M o O 2 _ 8 6 l0 1 M-3x4 M-3x8 M-3x9 7 l 0 b 8-02-12 l 8-02-12 y Cl0 P R Q1 -s y 1-06 y 16-05-08 y 1-06 y ,,co CZG`I►klE,�•c' `S''`py 89200PE fir.. JOB NAME : 5017-B POLYGON - A2 Scale: 0.3101 an WARNINGS: GENERAL design Is uMess upo thrwRe epareecte 7� OREGON t i aBnd Warnings sbeorw construction on co beadvisedo(aq General Notes 1.Thls ame tie phased only plcabny theparametersarMown and Isefor er individual Truss: A2 end Warnings babro ansiructlon commences building component.Applicability of design parameters and proper A 2.2x4 compression web homing must be Installed where Moven 0, incorporation of component lathe responsibility of the building tlesigner <0 'lk v p` 3.Additional lemponry bracing to Insure stability during nensimcbon 2.Design assumes the top and bottom chorda to be laterally braced at Is the responAbllty of the erector.Addgknal permanent bracing of T o t and at 10'o m:reepedWely unless braced Ihrouphout their length by - continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). U)1")1 DATE: 11/2/2015 the overall atnicture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e e I-1 L SEQ. : Ki5 0 4 8 8 2 4.No load should be applied to any component until ager all bracing and 4.Installation of truss la the responalbilty of the respective contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied teeny component. end are for"dry oaedslsr"ores.. 5.CompuTrus hes no control over end assumes no responsibility for the 5 necessary. esign assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 2/31(201 5 fabrication,handling.shipment and Installation of components. ry G/l r 1 C L/s (L V ,.Design esetledenbadthlfacela truss,ed. November 3,2015 S.This design Is famished subject to the limitations ea forth by 8.Plates snag be located on both fames onruea,and plana so their center TPNWTCA M BCSI,copies of which WA be famished upon request. lines coincide MN)elni center lines. 9.Digits indicate size of plate in Inches. Mrlek USA,Ina./CompUTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 16-05-08 GIRDER SUPPORTING 35-08-00 FROM 7-00-00 TO 16-05-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF #1&RTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2- 9=(-1556) 7382 9- 3=( -134) 72 7-13=(-392) 1860 BC: 2x6 RODE #1&BTR 2- 3=( -8526) 1836 9-10=(-1560) 7388 3-10=1 -154) 548 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -8708) 1942 10-11=1-1624) 7552 10- 4=1 -582) 2788 2x4 DF STAND A; LL = 25 PSF Ground Snow (Pg) 4- 5=( -6820) 1562 11-12=(-1608) 7450 4-11=(-2524) 576 206 EDDY #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 16'- 5.5" V 5- 6=( -6824) 1562 12-13=(-1932) 8792 11- 5=(-1348) 5918 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V 6- 7=( -8568) 1924 13- 8=(-1950) 8880 11- 6=1-2354) 548 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)+11( 306.2)- 727.0 PLF 7'- 0.0" TO 16'- 5.5" V 7- 8=(-10250) 2268 6-12=( -550) 2526 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=(-1404) 342 @@ADDL: BC CONC LL+DL= 2975.0 LBS @ 6'- 0.0" OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1041/ 4661V -74/ 86H 5.50" 7.46 KDDF ( 625) 16'- 5.5" -1459/ 6568V 0/ OH 5.50" 10.51 EDDY ( 625) ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Join together 2 ply with 3"0.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 206 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs, 9' oc in 2 cow(s) throughout 2x6 webs. ' HANGER BY OTHERS TO APPLY CONC. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 LAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.072" @ 10'- 7.3" Allowed = 0.777" MAX TL CREEP DEFL = -0.200" @ 10'- 7.3" Allowed = 1.036" MAX HORIZ. LL DEFL = -0.023" @ 16'- 0.0" MAX HORIZ. TL DEFL = 0.050" @ 16'- 0.0" 8-02-12 8-02-12 1' 1' 1' Design conforms to main windforce-resisting 3-06-02 2-07-10 2-01 2-01 2-07-10 3-06-02 system and components and cladding criteria. T T T T T T T 12 12 Wind: 140 mph, 1,22.6ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 4.0" Truss designed for wind loads 5 ,F,( in the plane of the truss only. I I M-3x5 - M-3x5 4 6 y 3.1" M-3x4 M-3x5 3 B 40, 7* M-5x10 M-5x10 m 01 k 100 O ' I1 - _ 11 A "" o .0 9 10 11 12 13 � 8 O o M-1.5x3 M-6x8 M-3x10 M-4x6 M-3x6 0 J' y+2975# l 1 l l 3-04-06 2-05-14 2-04-08 2-04-08 2-05-14 3-04-06 �' O PR QF , n J. 1-06 l 16-05-08 y ��`C �GIN,E, /0 ... 892OOPE -7_ JOB NAME : 5017-B POLYGON - A3 Scale: 0.3195 �, : WARNINGS: O.T is deigniNOTES, unyupotthepareeise parameters �L OREI(3C)N , 11. CC 7 Bolder and erection contredar should be ativlsetl of all General Notes 1.This design Is based only upon the parameter drown and Is for an individual I y� Truss: A3 and Wamingabefore construdroncommences. building componem.Apolubiityofdesign parameters and proper V" 2.214 compression web bracing must be belated where shown C. incorporation or component Is the responsibility of the butting designer. 6 4 ` �� 2 Design assumes the lop end bottom chords to be laterally braced el14 3.Additional temporary bracing tohaute stability during construction 2 o.c.and at id o c.reapedNely unless bread throughout their length by 41 , s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such a plywood sheething(TC)and/or drywal)BC). `✓{,6' r] �� DATE: 11/2/2015 the metal structure la the reapenabloy of the boldImpact bridging or there/bracing required where shown++ fl building designer. 3.7.lm i SEQ.: K 15 0 4 8 8 3 4.Na load should be applied to any component until after at bracing and 4.Retaliation of truss la the responsibility of the reepedNe contractor. fasteners are complete and at no time should any bR ads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS ID• LINK design Wada be applied to any component. end are far^dy condition"Diuse. S CompuTrus has no control ower end assumes no responsibility for the 6.Desi ceenuacute hal bearing at all supporta shown.Shim or wedge If EXPIRES:12/31/2015 fabrication.handling,shipment and installation or components. 7.DeGgn assumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center TPIMTCA in BCSI,copies or which will be furnished upon request. Anes colndde with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Ino./ComtpuTrus Software 7.6.6(1L)-E 10.For basin mnnedor plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 7.0" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. EON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)001) 7.0) ON TOP CHORD = 32.0 PSP Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 31-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 6-09-08 • - 6-09-08 • T T 12 12 6.00 '.M-4x4 Q 6.00 3 , I rt ri oIo 0 0 M-3x4 M-3x4 J• l l , y 1-06 13-07 `Gj�• tyG N-,Si rU :„le9200PE 'c" JOB NAME : 5017-B POLYGON - B1 ,I/'°.°- Scale: 0.5192 /'y.. WARNINGS: GENERAL NOTES, unless otherwise noted: W OREGON(�' Y„ Truss: B 1 Budder and erection contractor should be advised old General Notes 1.This design Is based only upon the parameters shown and N for an Individual .yy� ♦,,,j REGOI 1 and Warnings before construction commence°, building component.Applicability of design parameter.and proper "i^,.^ ,.‘°' A 2.204 compression web bracing must be Installed where shown 4. Incorporation of component Is the responsibility of the budding designer. tI 3.Additional temporary braclra to Insure stability during construction 2.Design assumes the lop and bottom taroks to be lelare, braced al �� T 1 4.e. [y. Is meresponsiblllty of the erector.Additional permanent bracing of 2.o.c.and ataethin10.o.c.raspedlvely unless braced throughout their bngth by /�/r,,,y C- DATE: 11/2/2015 the overall structure Is the responsibility of the boldin continuous sheathing auc5 us pyvrood sheathing(TC)and/or dryweA(BC). ,4E.R(''1 I( y., g designer. 3.2s Impact bridging or steel bracing required where shown++ 1-1 1+ SEQ. : K 15 0 4 8 8 4 4.Na load should be applied to any component until after all bracing and 4.Installation of truss in/de responsibility of the respective contractor. fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, TRANS ID• LINK design bads beapplied toany component. and are for"dry ondk:anofuse. 5.CompuTme has no control over end assumes no responsibility for the e.Design assumes NII nearing at all supports Mown.Shim or wedge If EXPIRES: 12/31/2015 2/31/201 5 fabrkstlan,handling,shipment and Installation of components. ry R./y� 6.This designis furnished subject to the limitations sat forth by '.Design shall loos s.,onot01facesnage os truss, November 3,2015 ) request. S.pees c incil be broec oe both faces of truss,and placed so their cellar TFU`MCA in SCSI,copies at which MN be furnished upon Digits coincidentwith c/:rollernche. 9.For Isis cone size c/date deIn ign has.l MiTek USA,Int./CompuTfua Software 7.6.6(11}E 70.For basic aonnecto-a::Ae design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.0" SBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-27) 512 6-3=0) 319 BC: 2x9 KDDF 81GBTR SPACED 24.0" O.C. 2-3=(-681) 123 6-9=(-27) 512 WEBS: 2x9 KDDF STAND 3-9=(-681) 123 LOADING 9-5=( 0) 76 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -139/ 792V -74/ 79H 5.50" 1.19 KDDF ( 625) 13'- 7.0" -139/ 741V 0/ OH 5.50" 1.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.013" @ 15'- 1.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ 15'- 1.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.035" @ 3'- 7.5" Allowed = 0.955" MAX TC PANEL TL DEFL = 0.097" @ 9'- 8.6" Allowed = 0.683" MAX HORIZ. LL DEFL = 0.005" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.008" @ 13'- 1.5" 6-09-08 s 6-09-08 Design conforms to main windforce-resisting 12 12 6.00 p IIM-4x4 6.00 system and components and cladding criteria. 4.0" Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 ,�,/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), =p load duration factor=l.6, ��II - Truss designed for wind loads in the plane of the truss only. 1,1 m m o 0 1 M-3x4 M-1.5x3 M-3x4 0 l y l 6-09-08 6-09-08 y y h il ofi �'1-06 13-07 1-06 t{ . c�5\ GIWr ,` e',51, 0,1. `` :9200P I JOB NAME : 5017-B POLYGON - B2 Scale: 0.9067 c: /�'4,r. /y WARNINGS: GENERAL NOTES, unless otherwise noted 0 OREGON �'�[„ 1.Budder and erection ooMredor ehadd be advised of ell General Notes 1.This design is bawd only upon the parameters shovm and la for an individual / A�a�' Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper j,. ,I l� 2.204 compression web bracing must be Installed where shown v. Incorporellan of component la the responsibility of the building designer. T 2.() �4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chorda to be laterally braced at � 14 y Is the responsibility of the erector.Additional permanent firedog of 2 o c.and at hoe o.c.respectively unless braced throughout heir length by �,�y' ' DATE: 11/2/2015 the overall structure Is the responsibility the buddin des net 20 Impact bridging or such l bs plywood required a where s ander Orywall(BC). �!�^+` d"'; ofg 9 3.2s Impact sheatar lateral bracing required where shown.. 1-1 L SEQ.: 01504885 4.No bad should be appted to any component umd alter all bracing and 4.Instatiation deem Is the reaponsblaty efthe respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the e.Dnecessary.scathes NII bearing al all support.shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. 7 .Design troth faces usls. November 3,2015 6.This design is furnished subject to the limitations set forth by B.Platen shall be located on both faces of truss,and placed sic their comer TPI/VVI-GA in BC51,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate eke of plate In helm. MiTek USA.Inc./Corpulru6 Software 7.6.6(1L)-E 10.For basic conceder plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-07-00 GIRDER SUPPORTING 35-08-00 FROM 0-00-00 TO 7-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-8408) 1862 1- 7=(-1562) 7289 7- 2=( -909) 1992 BC: 2x6 KDDF SS 2- 3=(-6562) 1984 7- 8=(-1542) 7199 2- 8=1-1658) 409 WEBS: 2x4 KDDF STAND; LOADING 3- 9=(-6636) 1988 8- 9=(-1066) 5198 8- 3=( -630) 2756 2x4 DF STAND A LL = 25 POP Ground Snow (Pg) 9- 5=(-6536) 1900 9-10=(-1150) 5660 3- 9=( -656) 3034 TC UNIF LL( 50.0)+DL( 19.01= 69.0 PLF 0'- 0.G"ITO 13'- 7.0" V 5- 6=( 0) 76 10- 5=(-1146) 5659 9- 4=( -192) 370 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 420.8)001( 306.2)= 727.0 PLF 0'- 0.0" TO 7'- 0.0" V 4-10=( -126) 74 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 7'- 0.0" 10 13'- 7.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" @@ADDL: BC CONC LL+DL= 3009.0 LBS @ 7'- 7.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1252/ 5638V -72/ 61H 5.50" 9.02 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 7.0" -815/ 3693V 0/ OH 5.50" 5.83 ROOF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF Inc 2012 AND INC 2012 401 BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TCP nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCCE:RENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 6" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.047" @ 6'- 0.0" Allowed = 0.633" MAX TL CREEP DEFL = -0.133" @ 6'- 0.0" Allowed = 0.894" @@ HANGER BY OTHERS TO APPLY CONC. MAX LL DEFL = 0.003" @ 15'- 1.0" Allowed = 0.150" LOAD(S)EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.003" @ 15'- 1.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.019" @ 13'- 1.5" MAX HORIZ. TL DEFL = 0.031" @ 13'- 1.5" 6-09-08 6-09-03. 4 4 1' 3-07 3-02-08 3-02-08 3-07 Design conforms to main windforce-resisting f f f 1 f system and components and cladding criteria. 12 12 Wind: 190 mph, h=22.3ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, p M-4x6 6.00 Q 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4.0" 3 ,f--•( Truss designed for wind loads in the plane of the truss only. 11111114140040 M-3x4 I1 2 4 M-5x10 M-5x10 A 4011,0 I 1 a. 7 8 9 10 - I M-3x6 L-24-4x4 M-4x8 M-1.5x3 l b 1 t3oo4a J• 1 3-05-04 2-06-12 1-07 2-06-12 3-05-04 ll y �iPh 13-07 1-06 `.�1`j Co N 8 /0 ,C 89200PE 7v JOB NAME : 5017-B POLYGON - B3x(/76' Scale: 0.3912 'p .. } 111111 W1.ARNINGS: O.ml,designL is b M upon thep raeete �7 OREGON s 4I Truss• B3 at. nd WarninsforcoMrasoyunnsmeeoelsee o(el General Notes bul ingcis d tyupon tho pserehewn and lsopan rIndividual �� • and Warnings before construdbn commences bolding po .Aaplkebilly of design parameters and proper N AI. 4. ] 2s4 borepressbn Web bracing must be Installed where Mown 0. incorporationf component is the resile&bAlty of the bolding designer. 2 Design a the top.and bottom chortle to be laterally braced at �O ('�,s � .y 3 Additional temporary bracing to Insure stabil during constructkn T o c and at 70 o c reapscteaty unless braced throughout their length by ,y+.�C_ is the responsibility of the ere dor,Additional permanent bracing of continuous+beaming euch as plywood sheathing(TC)andlor drywal(BC). j'�ry �\ ✓ DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or ateral bracing required where show)s s all I"l 4� SEQ.: K 15 0 4 8 8 6 4.No load should be applied to arty component until alter all bracing and 4.Installation of truss'l'i.^.e responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, TRANS ID• LINK design bads be applied to any component. end are for"dry co^di,mn"of use. 5.CorepuTrus has no control over and assumes no responsibility for the 8.Design a M L sling ai all supporta Movm Shim or wedge If EXPIRES: 12131.12015 febrlcetlon herHling shipment end ieetstetlan of corepaneMe. coesary. 7 Oesign loam, is November 3,2015 8.This Wsign handling ed pment to the limitattoneo set edh by 8.plates a allss be s cavo onat both faces of truss,and placed so!belt center TPIMTCA In SCSI,copes of which will be furnished upon request. Anes colndde wim'_ir;::center linea. 9.Digits indicate size ut Sats In inches.. MITek USA,Int./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-131 I,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-03-04 STUB MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1132) 912 8- 9=( -108) 192 8- 1=(-3192) 1070 11- 5=( 0) 476 2x4 KDDF #1m BTR Ti 2- 3=(-1076) 404 9-10=(-2964) 6980 1- 9=( -980) 2960 5-12=(-2444) 1242 BC: 2x6 KDDF SS LOADING 3- 9=(-7814) 3158 10-11=(-4096) 9690 9- 2=( -118) 189 12- 6=( -380) 1742 WEBS: 2x4 KDDF STAND LL = 25 PSI' Ground Snow (Pg) 9- 5=(-9806) 3968 11-12=(-3994) 9474 9- 3=(-6296) 2750 6-13=(-6792) 2898 TC UNIF LL( 50.0)+DL( 19.0)- 69.0 PLF 0'- 0.0" TO 1'- 7.0" V 5- 6=(-7290) 2939 12-13=(-2684) 6330 3-10=( -314) 1510 13- 7=( -900) 289 TC LATERAL SUPPORT 29"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 1'- 7.0" TO 35'- 3.3" V 6- 7=( -42) 92 10- 4=(-2102) 1098 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.07= 40.0 PLF 0'- 0.0" TO 35'- 3.3" V 4-11=( 0) 390 TC CONC LL( 66.0)+DL( 18.5)= 89.9 LBS @ 1'- 7.0" BEARING MAX VERT MAX HORZ 805 REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -1199/ 2933V -86/ 93H 5.50" 4.69 KDDF ( 625) -- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 35'- 3.3" -1232/ 2975V 0/ OH 5.50" 4.76 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Jr ( 2 ) complete trusses required. ICOND. 2: Designchecked for net(-5 uplift et 29 "oc Join together 2 ply with 3"x.131 DIA GUN (- psf) spacing. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 \ / 9" oc in 1 row(s) throughout 2c4 top chords, MAX LL DEFL = 0.357" @ 18'- 0.7" Allowed = 1.718" AA 9" o n 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.070" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 39'- 11.8" ** For hanger specs. - See approved plans Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1-06-15 33-08-05 �(( �(( 1-. 6-15 15-08-05 .( 18-00 T 1-06-15 6-04 6-09-03 6-b9-03 6-09-03 7-00-11 T 4 84.40# 1 1' '1 1' 1' 12 6.00 p M-5x6(5) M-4x6 M-3x10 M-3x4 M-3x4 M-3x10 M-1.5x3 M-4x6 2 3 4 5 6 '7 o m e w 0°l0 N 8*g-1.5x3 M-Ix4 0.2�?' M-ix4 M-3x10 *r3 ° �� r��r M-4x12 M-7x8(S) C�'S(C �,�N 0649 1-0018-07-04 y 8-05-08 y 8-05-08 y 8-09 y ~ Cp3h �^1��yyNpyy�/F �',P- ,.....,44.1 y 35-03-04 ,l• 09200 E_ r- JOB NAME : 5017-B POLYGON - D1 Scale: 0.1165 / } WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 4Cr nt 1.()Oder aerection contractor should be advised of allGeneral Notes 1.This design is based only upon the parameter.shown and Is for an IndNbual w, Truss: D1 and Warning.bebre construction commence.. building component.Applicability of design parameters end proper *A 2.54 compression web bradng must be Installed where Mown+. Incorpor.tbn of component is the responsibility of the building destpnar. /eh "1 k 14 I P 3.Additional temporary bracing to Insure stabile/during construction 2.Design assumes IM by arm bottom Moms to be laterally braced at C.J y P's Is the responsibility of the angor.Additional permanent bracing of 2'o.c.and al 10'o.c.respectively unless braced throughout Meir length by A,y OP's DATE: 11/2/2015 the overall atruee,ra I.mer responsibility of building designer. 3 continuous�M gingereathing such ea.drag required whereplywood C rat/a+tlrywaN(BC). / ` 1 r'I I I. capon iqpe bridging or lateral bredng reA'I I-1 S EQ.: K 1 5 0 4 8 8 7 4.No load should be applied to any component until alter NI bracing and 4.Installation of truss is Me nein wntuseed ls ne..snivel•.n no rnment, fasteners are complete and at ncome Mould any loads greater man Design assumes design hada be applied to any component. end ere for"dry condition"of use. TRANS I D: LINK 8.CompuTrus has no control over end assumes no responsibility ler the fie Oestgn assumes full bearing at an supports shove,.Shim or wedge If E X P I R ES:12/31/2015 fabMation,handling,shipment and installation of components. 7.Design ssumea adagaate drainage is provided. November 3,2015 6.This deNgn I.furnished subject to the imitations eel forth by 8.Plates shah be Meted on both feces of truss,and placed so their center TPWVICA In BCSI,copies of which will be furnished upon request. fume coincide with).int center lines. 9.Digits indicate else of plate In Inches. MITek USA,Int./CofnpuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.658-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF pl6BTR; LOAD DURATION INCREASE = 1.15 1- 2=( -567) 173 9-10=( -121) 128 9- 1=1-1605) 389 6-13=(-1221) 378 2x9 KDDF #ISBTR T1 SPACED 24.0" O.C. 2- 3=( 0) 0 10-11=( -959) 3987 1-10=( -393) 1467 13- 7=( -62) 871 BC: 2x6 KDDF SS 2- 9=( -533) 178 11-12=(-1221) 4843 10- 2=( -47) 150 7-14=(-3395) 827 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-3903) 920 12-13=1-1164) 4735 10- 4=(-3199) 821 19- 8=( -200) 106 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-4901) 1094 13-14=( -792) 3164 4-11=( -22) 756 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3699) 809 11- 5=(-1052) 289 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8-) -37) 41 5-12=( 0) 231 12- 6-( 0) 313 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 29"0C UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPACIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BFLNG MET. 0'- 0.0" -231/ 1475V -86/ 9316 5.50" 2.36 KDDF ( 625) 35'- 3.3" -183/ 1487V 0/ OH 5.50" 2.38 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURREN2LY. *0 For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.323" @ 18'- 0,7" Allowed = 1.718" MAX TL CREEP DEFL = -0.651" @ 18'- 0.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.063" @ 34'- 11.8" MAX HORIZ. TL DEFL = 0.106" @ 34'- 11.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL-6.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3-06-15 31-08-05 T 4 1' 3-06-15 13-08-05 18-00 1-X01-]22-05-03� 4-04 6-09-03 6-09-03 6-09-03 7-00-11 T T T T T T T I 1-07-04 T 1' 12 6.00 p 3 M-4x6 M-4x6 2 M-3x10 M-3x4 M-5x6(S) M-3x4 M-3x10 M-1.5x3 4 5 6 7 8 1 /- ane+ a ® e0 rasa a) oo /-... 411...._{. oo e6MI 1 9**10 11 I 12 13 se14 M-1.5x3 M-3x4 0.25" M-3x4 M-3x10 M-4x12 M-7x8(S) {Siiy$ D PP°Fe l l l l l 5� C,11NE �'. 1-00 e-07-04 8-05-08 8-05-08 8-09 l C� .©.‘...‘GIN -L., el, 35-03-04 4tL" 89200PE r.. JOB NAME : 5017-B POLYGON - D26yr✓7 Scale: 0.1790 � / WARNINGS: O.This degraiNOTES, uNe.p tithe aramete. '� ,OREGON ��*�„ /.Builder and erection contractor Moura be sauteed o(ell General Notes 1.This design Is based anN upon the parameters Mown and is for an individual .7�} Truss: D2 and Warnings before construction commences. bunding component Applicability of design parameters and proper 2.204 compression web bradng must be Installed where Mown*. Incorporation of component is me responsibility of the building designer. �" ad7�r 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2 o c.end at 7Q o c.reepecllveN unless braced throughout ihrouphout thelengthby {w,, a is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheeming(TC)and/or drywall(BC). '7 LT rN I C DATE: 11/2/2015 the overall structure Is me responsibility of the building designer. 3.20 Impact bridging or lateral bradng required where Mown*a ('Z 1-1 1 l+ SEQ. : K 15 0 4 8 8 8 4.No load should be applied to any component anti after.N bradng and 4.Installation atoms:he responsibility of the respectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment. TRANS ID: LINK design loads be applied to any component. end en.fer'dry nendlllon at use. �7 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes lull bearing at an supports Mown.Shim or wedge if EXPIRES:12/31/2015 2/31/201 5 fabrication,handling.shipment and lnetalletion of components. ry. G Ir� f1 Cal L 47 /.L IJ 7.Plat'gnaameaaaed n drainageIs prodded. November 3,2015 8.This assign is furnished subject to the limitations set forth by a.Plates shall he located on both faces of truss,and placed so their center TPW'FCA In SCSI,copies of which win be famished upon request. lines coincide whh joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For bast connector plate deaignvalues see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 394 9-10=( -66) 129 9- 1=(-1428) 389 5-13=(-696) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1340) 403 10-11=(-439) 2249 1-10=( -306) 1441 6-13=(-124) 737 WEBS: 2x4 KDDF STAND 3- 4=(-2414) 629 11-12=(-525) 2643 10- 2=( -4) 351 13- 7=(-172) 186 LOADING 4- 5=(-2653) 685 12-13=(-517) 2616 10- 3=(-1228) 319 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2101) 557 13- 8=(-540) 2263 3-11=( -29) 490 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2417) 579 11- 4-( -393) 139 TOTAL LOAD = 42.0 PSF - 7- 8=(-2649) 659 4-12=( -2) 83 12- 5=( 0) 178 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -177/ 1468V -141/ 948 5.50" 2.35 KDDF ( 625) 35'- 3.3" -183/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP "0 For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 18'- 9.7" Allowed = 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-06-15 19-08-10 9-11-11 I T T T 5-06-15 4-09-09 5-00-12 5-00-12 4-09-09 4-10-03 5-01-08 1' T I T T T T '1 12 12 6.00 C7 M-4x6 M-5x6(S) M-4x6 Q 6.00 M-3x4 0.25" M-3x4 3 k 4 5 • e 4e 9p 4• M-3x5 M-1.5x3 1 +. m 0 I o res IX o N k Iyst 4A 9"" 10 11 1 j2 13 ""8 0 M-1.5x3 M-3x10 M-3x4 0.25' M-3x8 M-3x6 0' M-5x6(S) y 5-02 y 6-10-12 y 6-09 y 6-10-12 y 9-06-12 y Co G1NE' .. fo y 35-03-04 y C. ��P� �17� JOB NAME : 5017-B POLYGON - D3 Scale: 0.1973t-}e" Cr 0 WARNINGS: GThis design INOTES, unless otherwise parameters 7� 4"a OREGON ,it 1.Builder and erection anlrodar.muld be advised of all General Holes 1.Thls tleslgn Is based only upon the parameters shown and Is for an individual yam„ Truss: D3 and Warnings before construction commence. building component.AppllabRSy of design parameters and proper tI Y 2.2a4 compression web bradng must be Installed where shown e. Inarporetbn of component Is the responsibility of the building designer. /") "7 r 1 4 4. 4. 2.Design assumes the lop and bottom chords to be Wordy braced at (y 3.Additional temporary bracing to hears Paddy during construction a (j"T Is the responsibility of the eredor.Additional permanent bracing of 7 cox.and at 15 o.c.respectively pty unless braced throughout and/or s their length by ' DATE: 11/2/2015 the sacral.tmcture is me responsibility of the building de continuoussheathingweh°epcvnoe aired hersow +dryw.R(ec). �'`L�C'f.`t '� epner. 3.b Impact bridging or lateral bracing required where shown.. Y'i 11 L SEQ.: K 15 0 4 8 8 9 4.Na bad should be applied to any component until after al bredng end 4.Installation of russ is the responsibility of the respective antrador. festeners are ampere and at no thne should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID• LINK design bads be rippled to any component. end are for conditionor use. 5.Compri-Rd hes m control over and aseumea m responsibility for the B. ee"e°.:�ssumea Il l bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabriatbn,handling,shipment and installation of components. ry' '.Design tessaameasded onte hinage feceso true.,d. November 3,2015 6.This design b furnished subject to the limitations set forth by a.dates shall be bated on bon fees onress,and plana w their anter TPNWICA In 13C51,apka of which all be furnished upon request. Anes coincide ash joint center lines. 9.Digit.Indicate 58e of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: - 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1560) 499 11-12-) -67) 129 11- 1=(-1428) 969 15- 9=(-170) 173 BC: 2x9 KDDF #15BTR SPACED 29.0" O.C. 2- 3=( 0) 0 12-13=(-563) 2299 1-12=( -398) 1941 WEBS: 2x4 KDDF STAND 2- 4=(-1390) 486 13-14=(-657) 2693 12- 2-) 0) 351 LOADING 4- 5=(-2419) 753 14-15=(-673) 2616 12- 4=(-1228) 366 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2653) 819 15-10=(-648) 2263 4-13=7 -31) 490 BC LATERAL SUPPORT <- 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2101) 674 13- 5=( -393) 141 TOTAL LOAD = 92.0 PSF 7- 8=( 0) 0 5-14=( -13) 83 -- 8- 9=(-2917) 718 14- 6=( 0) 178 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2649) 784 6-15=7 -696) 241 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=( -132) 737 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -299/ 1968V -191/ 94H 5.50" 2.35 KDDF ( 625) on For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 3.3" -291/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.155" @ 19'- 9.7" Allowed= 1.718" MAX TL CREEP DEFL = -0.312" @ 18'- 9.7" Allowed = 2.290" . MAX HORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 34'- 9.7" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 7-06-15 15-08-10 11-11-11 T 1 1' 1' 5-03-12 2-03-03 2-09-09 5-00-12 5-00-12 2-09-09 2-03-03 4-07 5-01-08 T 4 4 1' T 4 1' T 4 1' 5-07-04 10-00 T T T 1' 12 12 3 M-5x6(S) M-4x6 6.00 6.00 p M-4x6 Q M-3x90.25" M-3x4 9 '- 5 6 M-3x5 7-1.5x3 a, 0 I . -1/11.1\/\/ i o \ rn 0 Ot ,_ $` rr� w 4h ' c 11++ 12 13 o 19 15 4*10 0 M-1.5x3 M-3x10 M-3x4 0.25" M-3x8 M-3x6 Io g�� �y/�y�- M-5x6(1) ��GD PA OFF J. y y y y y c, `GINE '' y 5-02 6-10-12 6-09 6-10-12 9-06-12 y ,�''• . N R p4, 35-03-09 {c- 89200PE K,.^ JOB NAME : 5017-B POLYGON - D4 ,/ � +�, Scale: 0.1723 ,'4169110 .eiY✓"'" - �'�w WARNINGS: GENERAL NOTES, uMeuponthe paramese ters �I OREGON 4,/ I.Builder and erection contractor should be advised at all General Notes I.This design is based only upon the paremeten Mown and h car an individual t w, Truss: D4 and Warnings before con.rudlon commences. building component AppkuSllty of design parameters end proper V 2.2a4 compression web bracing must be Installed where shown,. Incorporation of component Is the respondbnity of the building designer. , '13'" 2 0 3.Additional temporary bracing to insure stability during construction2 Design assumes the top and bottom chords to be laterally braced at - i 4. G Is the responsibility of the erector.Additional permanent bracing o! 2 o c.end at I0'c.c respeciNaty uNese braced throughout their length by �,,/ DATE: 11/2/2015 the overal structure Is the responsibility 2x Imp continuous ridging r lateral l b eniplyng red uiredsheathing(TC)and/or Oryx K(BC). �f w`l RIO- SEQ.: "]y O- ly of the building designer. 3.2x Impact bridging or lelerol bndng required where shown«« fl S EQ.: Ki5 0 4 8 9 0 4.No Ned should be applied to any component until after all bracing and 4.Installation of!ruse Is the responsibility of the respective contractor. fasteners are complete and at no time should eny loads greater than 5.Design assumes trusses are to be used In a non-correslve environment TRANS I D: LINK design loads be applied to any component end are for"dry oondnlon•of ace. 5.CompnTnrs has no control over and assumes no responsibility car the 5.Design esume0 full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fsbrlcatwn,handling,shipment and Insiallallon of components. necessary. 7.Design assumes aded drainage Is provided. November 3,2015 B.Thisl.design Is mrMan.tl cabled to me limitationslimitationslimitations»t forth by B.Plates snail onf be located on both faces of was.and placed so thele tamer TPUWTCA in 8E91,copies of which vAX be furnished upon request. linea coincide with X0151 center lines. MiTek USA,Inc./Com uTrus Software 7.6.6 1L E o For b Indicate size o!plate m caches. P ( i.Forbasiccete size at plate desiIches.values see ESR-1 311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2556) 559 1- 8=(-927) 2151 8- 2=( 0) 264 6-11=(0) 275 BC: 204 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2093) 520 8- 9=(-929) 2198 2- 9=(-462) 191 WEBS: 2x4 KDDF STAND; 3- 4=(-1734) 513 9-10=(-309) 1896 9- 3=(-102) 564 2x9 OF STAND A LOADING 9- 5=(-1755) 518 10-11=(-950) 2252 9- 4=(-232) 117 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2067) 526 11- 7=(-498) 2255 9-10=(-198) 109 TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2642) 572 5-10=(-106) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 92.0 PSF 10- 6=(-558) 210 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -192/ 1481V -191/ 191H 5.50" 2.37 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 3.3" -189/ 1481V 0/ OH 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '* For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 f uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.249" @ 17'- 5.2" Allowed = 2.290" MAX HORIZ. LL DEFL = 0.055" @ 39'- 9.7" MAX HORIE. TL DEFL = 0.092" @ 39'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 13-06-15 7-08-10 13-11-11 4 T 1 1' 6-10-08 6-08-07 3-10-05 3-10-05 6-08-07 7-03-04 4 4 T T 1' 4 1' 12 12 6.00 p M-4x6 M-3x4 M-4x6 • 4 6.00 3 4 , \\''''' M-3x9 M-3x4 2 M-5x6 ch rn CD o to '='� A 9 "." ISI col o 1 ** 8 9 10 11 **7 Z. I M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 0 0 M-3x5(S) J. 6-08-12 y 6-05-04 y 8-06-08 6-05-04 y 7-01-08 y (a?t" P R S J. 15-03-04 y 20-00 y � �yGIN �Ss. 35-03-04 4t' 89200PE JOB NAME : 5017-B POLYGON - D5ir ' Scale: 0.1722 ' „. WARNINGS: GENERAL NOTES, unless olherwiwnoted: 1.Bulder and erection contractor should be advied of all General Notes I.This design Is based only upon the parameters shown and is for an kMlvidual '' A y VOREGONy) - Truss: D5 and Warnings before unstructinn commence. building component.APPllceblpy of design parameters and proper ` + S As 2 244 compression web bracing mud be Installed where shown+. chords of componentcomponentla ms respondb8ly of the building designer. <0 2.c• 2.Design assumes the top and bottom wrda to be laterally braced at 3.Additional temporary bracing to insure stability during construction y a.c.and at 10'o.c.respectivelyumsga braced throughout their length by a Is the responsibpy of the eredor.Addlienal permanent bracing of continuous sheathing such as plywood aheaming(TC)and/or drywall(BC). 44p, A"/ '•.`Lj A"�.111..V DATE: 11/2/2015 the everab m l structure e reepundblity of the building designer. 3.241mpad bridging or lateral bracing required where oho.** Ll 1� L. SEQ.: K 15 0 4 8 91 4.No load should be applied to any component until after al bredng and 4.Inelellallon of tons Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design gamines tins,..are to be used Ina non-corrosive environment, TRANS I D: LINK design wads be applied to any component. end era for condition of use. 5.CompuTma hes no control over and assumes no responsibility forma B.Design assumes full bearing at all support.shown.Shill or wedge 11 EXPIRES:12/31/2015 fabdcatlen,handling,shipment and Installation of component,. 7.Design assumes adequate drainage is provided. - November 3,201 5 8.This design Is furnished subject le the limkatwns set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPII TCA In SCSI,copies of which will be furnished upon request. Anes coincide with john center lines. 9.Digits indlute alae of plate in inches. MITek USA,Inc./CnmpuTfus Software 7.6.6(IL)-E 10.For basic connector plate design values see ESR-1311.ERR-1988(Wed) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1- 2=1-2556) 700 1-10=1-550) 2151 10- 2=1 0) 269 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-2043) 676 10-11=(-551) 2198 2-11=(-462) 176 WEBS: 2x9 KDDF STAND; 3- 9=1 0) 0 11-12=1-479) 1846 11- 3=(-128) 566 2x9 DF STAND A LOADING 3- 5=1-1734) 643 12-13=1-582) 2252 11- 5=1-292) 157 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5- 7=(-1755) 649 13- 9=(-580) 2255 5-12=(-20B) 146 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=( 0) 0 7-12=(-133) 577 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2067) 683 12- 8=(-558) 200 8- 9=(-2692) 721 8-13=1 0) 275 LL = 25 PSF Ground Snow (Pg) NOTE: 2x9 BRACING AT 24"OC HON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 19810 -191/ 191H 5.50" 2.37 KDDF ( 625) 35'- 3.3" -259/ 14810 0/ OH 5.50" 2.37 KDDF ( 625) a* For hanger specs. - See approved plans [COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.121" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.244" @ 17'- 5.2" Allowed = 2.290" MAX NORIZ. LL DEFL = 0.055" @ 34'- 9.7" MAX HORIZ. TL DEFL = 0.092" @ 39'- 9.7" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 15-06-15 3-08-10 15-11-11 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 1 1 1 1 load duration factor=1.6, 6-10-08 6-05-09 2-03-03-10-0E-10-02-03-03 6-05-04 7-03-04 Truss designed for wind loads 1 1 1 1 1 1 1 1 in the plane of the truss only. 13-07-04 14-00 1 1 4 6 1 k 12 M-4x6 M-3x4 M-4x6 12 6.00 ' 5 Q 6.00 F R ne M-3x4 M-3x9 2 • M-5x6 rn o A o � �I, & spa u I sea 6c 1 ** 10 11 12 13 '**9 p I M-1.5x3 M-3x8 M-3x8 M-1.5x3 M-3x6 1 0 M-3x5(S) 6-08-12 l 6-05-04 1 8-06-08 y 6-05-04 l 7-01-08 b 0). p npe�' J• 15-03-04 y 20-00 �C?�� '2.::::::: 3 iN F� d'/�� 35-03-04 ( 89200 � 9C•- JOB NAME : 5017-B POLYGON - D6 ,,�►.-- Scale: 0.1722 ►� '�-�"�, ' j'y.. WARNINGS: GENERAL NOTES, unless otherwise noted, • OREGON �+,4„ 1 Sugder and erection contractor should be advised of all General Notes 1.This deNgn Is based only upon the parameters shown and Is for en Individual J`♦ Truss: D6 and warnings before construction commences. bolding component.Appxability of design parameters and paper �,., , A As 2.254 compression web bracing must be Installed where shorn e. Incorporation of component Is the responsibility of the building designer. �/'" {'� - ' ` �4 2.DeNgn assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during conetruotbn Y Is the responsibility of the erector.Additional permanent bracing of T a.c and at 10 o.c.respectNety unless braced throughout their length by continuous sheathing such as plywood sheething(TC)and/or drywall(BC). r 9 1-7!"] L 1} \--. DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2,Impact bridging or lateral bracing required where shown*+ SEQ.: K 15 0 4 S 9 2 4.No load should be applied to any component ung eller all bracing and 4.Installation of truss Is the responebilty of the respective contractor. fasteners are compete and et no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment. TRANS ID• LINK design loads be applied bany cemponent end.raror'drycondnion^or use. 5 Crimper.has no control over and assumes no responsibility for Me 6.De Ag awmes lull bearing at al supports shown.Shim or wedge If EXPIRES 12/31/2015 2/31 t(201 5 fabrication,hendlbg,shipment end Installation of components. ry 7.Design shalameaaaedeate nbothl faceloftruss,a. November 3,2015 S.this design Is furnished subject to the tim8etlons set!Nth by 8.Plates shall be located on bast faces of truss,and placed w their ssner TPI1`TCA b SCSI,copies of which will be furnished upon request. Ane,coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.61L E 0 For m Digits Indicateeceoplate Inign values p ( E 1.FortsIcesle ACmplebedesignvalues see ESR-1311,ESR-7888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 3.3" - IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2510) 544 1- 9=(-406) 2134 2- 9=(-181) 184 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.0. 2- 3=(-2291) 518 9-10=(-271) 1895 9- 3=( -17) 909 WEBS: 2x4 KDDF STAND; 3- 4=(-1661) 457 10-11=(-289) 1867 3-10-(-644) 239 2x9 DF STAND A LOADING 4- 5=(-1661) 494 11- 7=(-422) 2227 10- 4=(-237) 1089 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2363) 508 10- 5=(-685) 247 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2613) 537 5-11=( -14) 468 BC LATERAL SUPPORT <= 12"00. UON. TOTAL LOAD = 42.0 PSF 7- 8-) 0) 76 11- 6=(-267) 184 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) *" For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -205/ 1481V -199/ 189H 5.50" 2.37 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 3.3" -269/ 1659V 0/ OH 5.50" 2.65 KDDF ( 625) 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.119" @ 17'- 5.2" Allowed = 1.718" MAX TL CREEP DEFL = -0.241" @ 17'- 5.2" Allowed = 2.290" MAX LL DEFL = 0.013" @ 36'- 9.3" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 36'- 9.3" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.053" @ 34'- 9.7" MAX HORIE. TL DEFL = 0.088" @ 34'- 9.7" 17-05-04 17-10 Design conforms to main windforce-resisting T f f system and components and cladding criteria. 5-10-05 5-08-09 5-10-05 5-10-05 / 5-08-09 6-03-01 Wind: 140 mph, h=23.6ft, TCDL=4.2,0CDL=6.0, ASCE 7-10, 1' 1 1' '1' 'I ' 'I` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 6.00 17' M-4x6 Q 6.00 Truss designed for wind loads 4 0 in the plane of the truss only. 4 1y+( qF444, M-Sx6(S) 3.1' M-3x4 0.25" 3 5 4� >1.5x31/\ / 5X3 •Ni'41414 o ofr- 1** 9 10 ''r 11 e -Yo I -M-4x4 M-3x4 0.25" -3x4 M-3x6 ' oo M-5x8(S) • �R PR0Fe. y y 8-09-08 8-07-12 8-07-12 9-02-04 l 1 ;.:�\ NGI►vEJ9. 4.51/° .1:7r cS'/° . 35-03-04 1-06 ���� r JOB NAME : 5017-B POLYGON - D7 //r Scale: 0.1600 .. WARNINGS: GENERAL NOTES, unless otherwtae noted: +11110 tt 'e3 OREGON ^(/ 1.Bonder and erection contractor should be advleed of an General Notes 1 This design I°based only upon the parameters shown and Is for an Individual T ,yg' y), Truss: D7 and Warnhge before construction commences. building component.Applicability of design parameters and proper 1. "/ V' A. 2.244 compression web bracing must be installed where°novas 0. Incorporation of compo"en Is the responsibility of the building designer. /je '°1 k 2. �4 3.Additional temporary bracing to insure stability during conehudbn 2.Design assumes the top end bottom chorda to be lateragy braced el O 14 y la the responsibllny of the erecter.Additional permanent bracing of T 0.0.and et 10 0.0.reach Ce ply unless braced throughout their length by 411 et . DATE: 11/2/2015 the overall structure I°the ro sibgl f the Wilding designer. contbuuus sheathing such as plywood sheathing(TC)andlor drywaq(BC). ""11 t]RIO- I( 1, aeon N o g 9 3.in Impact bridging or lateral bracing required where shown«. r-3 1+ SEQ.: K 15'0 4 8 9 3 4.No bad should be applied to any component until alter eq bracing end 4.Installation of truss is the responsibility to be @ty of the rospecnse contractor. fasteners aro complete and et no time shouts any bads greater than 5.Design assumes Ewes are to be used In a noncomnive environment. TRANS I D: LINK design bads be applied to any component. and are for"dry condition^of use. 5.compoTms has no control over and assumes no responsibility for the B.De�°..�awmes run bearing at...woods snows.Shim or wedge if EXPIRES::12/31/2015 fabrication,handling,shipment and installation Sr components. ry' '.Designsassumes boadequate drainage io provided. November 3,2015 8.This design la Enriched subject kr the limitations set forth by 8.Plates Shen be located on both races of buss,and placed so their center TPFWICA in SCSI,copies of which will be furnished upon request. fins coincide with joint center lines. 9.Digits Indicate she of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For besivconnector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-372) 2268 3-10=(-270) 187 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2645) 531 10-11=(-259) 1894 10- 4=) -18) 475 WEBS: 2x4 KDDF STAND 3- 4=(-2397) 503 11-12=(-281) 1889 4-11=(-679) 246 LOADING 4- 5=(-1694) 453 12- 8=(-416) 2256 11- 5=(-237) 1125 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1694) 453 11- 6=(-680) 246 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 503 6-12=( -18) 475 • TOTAL LOAD = 42.0 PSF 7- 8=(-2645) 531 12- 7=(-270) 187 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -293/ 1669V -205/ 205H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -293/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.127" @ 17'- 10.0" Allowed = 1.738" MAX TL CREEP DEFL = -0.257" @ 17'- 10.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.055" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.092" @ 35'- 2.5" 17-10 17-10 1' 1' 'f Design conforms to main windforce-resisting 6-03-10 5-09-03 5-09-03 5-09-03 5-09-03 6-03-10 system and components and cladding criteria. T T T T T T f 12 12 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 "Z 6 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Diri, load duration factor=1.6, 4.0" Truss designed for wind loads 5 'F^ in the plane of the truss only. M-5x6(5) ! M-5x6(S) 3.� 0.25" 0.25" 4 6 M-1.5x3 +! M-1.5x3 3 + 4-. M M O O I 1 wM-3x6 M-3x4 1u.25" M-1. 3x4 M-3x6+B i M-5x8(5) � 4 Pi ores y y ), ), y 5� A`GINE- ci'j 9-02-04 8-07-12 8-07-12 9-02-04 �N \v �dii Qom, 1 l y y Nom, 1-06 35-08 1-06 At- w •920CJ?PE <' JOB NAME : 5017-B POLYGON - D8iiil ,,/� Scale: 0.1680 `^^" A 4111111P . WARNINGS: GENERAL NOTES, unless otherwlee noted: CO tC'�,' Truss: D 8 1.Builder and erection contractor should be advised of ail General Notes This design is based only upon the parameters shown and Is for an individual f7 ^4/ and Warnings before construction commences. building component Appllublllty of design parameters and proper - ,� a,%Vs J4 2.244 compression web bracing must be Installod where shown+. incorporation of component la the responsibility of the building designer. /'O '11'' 4> ,gyp\ �„�. 3.Additional temporary bracing to Insure etabIltg during construction 2.Design end et t O the top end bottom see braceda be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 1 p o.c.respectively unless throughout their length by DATE: 11/2/2015 the overall structure is Pereresponsibility of bund) designer. continuousxImpshealglor sueha.acing re aired here shown) /or tlrywell(BC). R�L •Pon tyo ng g 3.2aimpactbsheathng the relbredngly01 the where ++ SEQ. : K 15 0 4 8 9 4 4.No load should be applied to any component untilany after an bracing and 4.latallation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used Ina non-corrosive environment, deet pads be applied to anyand are for"dry condition'of use. EXPIRES: + TRANS I D: LINK design component. 6.Deign assumes hal bearing at al supports shown.Shim or wedge if �� 12/31/2015 1/201 N.CompuTrus has no control over and assumes no responsibility for the awry t t G! fabric.non,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP9WTCA in SCSI,copies of which cAl be Nmlehed upon request. linea coincide with joint center lines. 9.DIgha Indicate size of plate In inches. MITek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-t913e(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1563) 4468 14- 3=( -450) 1450 11-21=(0) 246 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5078) 1849 14-15=(-1359) 3844 3-15=(-1167) 418 WEBS: 2x4 KDDF STAND 3- 4=(-3049) 1214 15-16=( -981) 2686 15- 4=) -3) 320 LOADING 4- 5=(-2496) 1160 16-18=( -877) 2227 4-16=( -584) 149 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POT 5- 6=(-1717) 622 17-19=( -36) 93 16- 5=) -59) 532 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -579) 604 19-20=) -785) 2044 16- 6=( -257) 47 TOTAL LOAD = 42.0 PSF 6- 8=(-1750) 623 20-21=( -865) 2295 6-18=( -55) 266 - 7- 9=( -469) 611 21-12=( -863) 2298 17-18=) 0) 81 NOTE. 2x4 BRACING AT 24"OC HON. FOR LL = 25 PSF Ground Snow (Pg) 8-10=(-1486) 533 18-19=( -754) 1965 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=( -581) 602 18- 8=) -143) 384 --------------------------= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-11=(-2257) 1058 19- 8=( -122) 163 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11-12=(-2692) 1039 8-20=( -323) 89 OVERHANGS: 18.0" 18.0" 12-13=( 0) 76 10-20=( 0) 475 BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 20-11=( -432) 82 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. . BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -479/ 1669V -178/ 178H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -479/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) Unbalanced live loads have been considered for this design. ". For hanger specs. - See approved plans ICOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.198" @ 13'- 7.0" Allowed = 1.737" 15-11-11 3-08-10 15-11-11 MAX TL CREEP DEFL = -0.388" @ 13'- 7.0" Allowed = 2.317" T . f T MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 4-05-12 1-08812 2-11-14 ,/ 4-03-03 6-03-04 l MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 2-09 4-05-12 1 2-03-0f 0- • f1-115 5-05-04 MAX HORIE. LL DEFL = 0.113" @ 35'- 2.5" '1 '( 1' -1 'f f--1 f '1 MAX HORIZ. TL DEFL = 0.191" @ 35'- 2.5" 12-00 12-00 f '1 . 1 12 M-4x6 M-3x8 M-4x6 12 Design conforms to mainindforce-resisting 6.00 M-3x4 7� 6.00 system and components and cladding criteria. M-4X6 IM-4x6 Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 II0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3x4 Truss designed for wind loads 44/1"41114144 .444.44,44.44444,4444,44.M-3X4 in the plane of the truss only. M-3x6 3 ro M-3x8 o __.,..,....r.-- .�. o c -r"11 15 • 18 20 d, M-3x4 M-3x80 17 19 zo 21 "t� M-5x8 �,.� 3 o M-1.5x3 M-7x8 0.25' M-1.5x3 M-3x6 1 o M-3x4+ o M-5x8 M-3x4+ M-5x8(5) d 3.75 12 y y y y y y y y y ��C,,0C3 P R QFC... J. 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 y y ,.,.1, I 1-06'-05-08 10-11-12 22-02-12 1-06 �\ ` 1' l 35-08 b �c7 Xr 89200PE fir` JOB NAME : 5017-B POLYGON - D9 / • Scale: 0.1433 1110. /'y. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON /�� jt I.Builder and erection contractor should be advhed of al General Notes 1.This design Is based only upon the parameters shown and is for an Individual "�77 .f✓OREGON tom, �Y, Truss: D9 and Warnings before construction commences. building component.Applicability of design parameters and proper a je, 2 204 compression web bracing must be Installed where shown incorporation of component lathe responsibility cortins building designer. '70 �,r' 3.Additional temporary brachy to Insure stability during oneructb4x n 2.Design and sl i p the lop end bottom chortle la be laterally braced et {� {r by Is the reaponsiblllty of the erector.Additional permanent bracing of continuous sheathing such as plywood etcthely unless uething(TC)and/or drywall ced throughout their BC). �` { DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging at lateral bradng required where shown++ •a R 1 1.-X SEQ.: K1504895 4.No bed should be applied to any component until after all bracing and 5.4.Installation oftru sIssthhereeresponsibility atin the rohconoNecoctar.environment, fasteners are complete and at no time should any bads greater manand:a assumes dry toconsses of tous TRANS I D: LINK design beds be applied to any component. B.Design assumes full bearing at all euphoria shown.Sham or wedge If 5.Compavmshas racontrol over and assumes noresponsibility for the necessary. EXPIRES: 12/31/2015 labrcatiao,handling,shipment and lnetalleeen of components. 7.Design assumes adequate drainage is provided. I. November 3,2015 This design is fumiehed subject to the limitations set forth by e.Plates shall be boated on bath faces of truss,and placed so their center TPIMRCA in SCSI,copies of which will be furnished upon request. line coincide with Joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Ino./CornpuTras Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1998(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-14=(-1052) 4460 14- 3=( -291) 1448 20-11=(-409) 142 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2- 3=(-5070) 1274 14-15=( -917) 3837 3-15=(-1153) 311 11-21=( 0) 246 WEBS: 2x4 RODE STAND 3- 4=(-3053) 839 15-16=1 -628) 2692 15- 4=( 0) 319 LOADING 4- 5=(-2489) 781 16-18=( -577) 2335 4-16=( -609) 171 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2163) 728 17-19=) -27) 102 16- 5=( -248) 894 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 19-20=( -566) 2244 16- 6=( -499) 219 TOTAL LOAD = 42.0 PSF 6- 8=(-2329) 790 20-21=( -599) 2303 6-18=( -27) 250 8-10=(-1933) 677 21-12-) -597) 2306 17-18=( 0) 81 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL - 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18-19-) -543) 2157 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2247) 718 18- 8=( -59) 178 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2699) 732 19- 8=( -147) 150 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 76 8-20=( -453) 166 OVERHANGS: 18.0" 18.0" 10-20=( -113) 647 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -340/ 1669V -138/ 138H 5.50" 2.67 KDDF ( 625) 35'- 8.0" -340/ 1669V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL - 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed = 2.317" MAX LL DEFL = 0.013" @ 37'- 2.0" Allowed = 0.150" 0-06-07 MAX TL CREEP DEFL = -0.014" @ 37'- 2.0" Allowed = 0.200" 13-11-11 7-08-10 13-11-11 MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" 2-09 4-05-12 4-05-12 1-08-12' 4-08-11 2-11-152-03-03 5-05-04 6-03-04 1 Design conforms to main windforce-resisting 12-00 12-00 system and components and cladding criteria. T 1' T f 12 M-3t4 9 12 Wind: 140 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 M-4x6 M-3x8 M-4x6 ' :16.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 8 0 load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only, 4 M-3x4 1 M-3x63� l�. 4.0 M-3x5 O �/"lA 16 18 ''''''...''''''-''-' -'11111k: Wig 0 1 M-5x8 M-3x9 M-3x80 17 r7 19 20 21 .i\3 0 II o M-1.5x3 M-7x8 0,25" M-1.5x3 M-3x6 1 M-3x4+ M-5x8 0 a 3.75 M-3x4+ M-5x8(S) 12 J' y )' y f' y y y in P RQFe.h 2-05-08 4-05-12 4-07-08 2-00-04 4-11-10 5-06-10 5-05-04 6-01-08 "'S " CV i' ). J• J• ), ), �C NGIN re 1-0 l os-os 10-11-121 22-02-12 1-06 Cg. !��yttit�'" , 35-08 .cr. ':9200PE r JOB NAME : 5017-B POLYGON - D10 r ,,,/,'°.°'Scale: 0.1433 PM Cr 4411111. WARNINGS: GENERAL NOTES, udeupolherwlae noted; � � 4t„ Truss• D 10 1.Budder and erection contractor should be commences. advised stall General Notes This design is based only upon the p wage era shown and is for an Individual 7 J U and Warnings before anstmcllon commence. budding componentApplicability of design parameters and proper �•,,. dr 2 24 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building desgner. }r � �� 2.DesigSon and atumes lOiha top and badomaceMatod traughybracedat e • 3 Addftbnal temporary brae ng to Insure stability during construction 4 e Is the reependbuity of the erector.Additional permanent bracing of 2'o c end l O o.c respectNelyply unless braced throughout their length by continuous sheathing Ouch as plywood sheathing(TC)and/or drywall(BC). "=f�w•`jj ry I DATE: 11/2/2015 the overall structure Is the respnndbNlty of the building designer. 3.2a Impact bridging or lateral bracing required where shown♦♦ r'F 1-f L SEQ. : K 15 0 4 8 9 6 4.No load should be applied to any component until after all bracing and 4.Installation oftruss Is the responsibility of the respectNe contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition'of use. 5.CompuTnn hes no control over and assumes no responsibility for the fi.Deign assumes Ml bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabnation,handling.shipment and installation of components. 6n as 6.This designis 7.Design onsum°ldedOdrainage is truss,rovided. November 3,2015 1 r 8.Plates shall be loaded e both faces of truss,and plead so their cellar TPWyICA In SCSI,copies of which wit ba furnished upon request. does coincide wlih folY.,anter Ines. 9.Digits Indicate size of prole in Inches. MiTek USA,Ina./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pirate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N13BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-969) 4461 11- 3=( -265) 1448 16- 7=(-147) 150 BC: 2x4 KDDF 1,116BTR SPACED 24.0" O.C. 2- 3=1-5071) 1108 11-12=1-846) 3838 3-12=1-1154) 306 7-17=(-452) 128 WEBS: 2x4 KDDF STAND 3- 4=(-3054) 694 12-13=(-544) 2693 12- 4=1 0) 319 8-17=1-116) 649 LOADING 4- 5=1-2490) 628 13-15=(-424) 2336 4-13=1 -609) 190 17- 9=(-417) 162 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2164) 598 14-16=1 -20) 102 13- 5=1 -1991 894 9-18=1 0) 246 BC LATERAL SUPPORT 0= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2330) 638 16-17=1-408) 2245 13- 6=1 -506) 170 TOTAL LOAD = 42.0 PSF 7- 8=1-1935) 543 17-18=1-468) 2308 6-15=1 -18) 239 8- 9=1-2249) 568 18-10=1-466) 2311 14-15=1 0) 81 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1-2703) 593 15-16=1 -391) 2158 ALL FLAT TOP CHORD AREAS NOT SHEATHED 15- 7=( -35) 159 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18,0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -270/ 1675V -125/ 134H 5.50" 2.68 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -204/ 1498V 0/ OH 5.50" 2.40 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.203" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.410" @ 13'- 7.0" Allowed= 2.317" . MAX HORIZ. LL DEFL = 0.116" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.194" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, 11-11-11 11-08-10 11-11-11 End vertical(s) are exposed to wind, f . '1 '1 Truss designed for wind loads 2-07-04 9-05-12 4-05-12 2-00-04 5-01-06 5-04-14 5-05-04 6-01-08 in the plane of the truss only. T 1' T T T '1 4 T T 12 12 6.00 p M-9x6 M-3x4 M-3x8 M-4x6 4 6.00 G wrrn 03. M-3x9 H M-3x4 0 1 M-3x6 o M-3x8x. i; i I ` M-5x8 M-3x9 M-3x8 0 14 • 16 17 13 **10 0 I I M-3x4+ r oM-1.5x3 M-7x8 0.25" M-1.5x3 M-3x6 1 0 o M-3x4+ il-5x8 M-5x8(5) o d 3.75 y 12 y y l y y l l l y V PR Or "�CV t' 2-07-04 9-05-12 9-05-12 2-00-04 5-01-06 5-09-19 5-05-04 6-01-08 � 041NE�4 /Q y om$91-062-05-08 10-11-12 22-02-12 --ki y 89200PE r 35-08 .:. JOB NAME : 5017-B POLYGON - D11 ,4,410101111!4 , Scale: 0.1593 +� WARNINGS: GENERAL NOTES, unlesaathenvbe noted' ?; ,A OREGON 2.tr 7 Builder and erection contractor shock be advised of all General Notes 1.This design Is based only upon the parameters shown and s for en Individual �O y ( \ Truss: D 11 end Naming•before construction commences building component.Applicability of design parameters and proper1 2.2.4 compression web bradng moil be installed where:Mown*. incorporation of component is the responsibility of the building designer. ��d' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle is be laterally braced et "•' s?R t IA Is the responsibility of the erector.Atldftbnel permanent bracing of 2'o.c.and at 10'o.c.resol,C.plywood y unless braced throughout their length by L;(+f M' DATE: 11/3/2015 the overall structure Is the responsibility f the bail designer. 2 Impacts sheathinginor such C.bracing re ul,et where sea,,) e aryweA(BC). apon M o ng g 3.2x Impact bridging or lateral bredrq requiretl where Mown** S E K 15 0 4 8 9 7 4.No load should be applied to any component until after all bracing end 4.InaleAatlon of truss Is the responsibility of the respective contractor. EXPIRES: ry p e r r� (� 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina nen.coneaive environment �X r(il CX7: 1 Gf31/L V i 5 T design bads be applied to any component. and are ler"dry condition"of use. T RAN S I D: LINK N K stbiilly for the A Design assumes MI bearing at ail supporta Cl,own.Shim or wedge 1f 5.Compuinn has no control over and assumes no respon nece fabrication,handling,shipment and hMallatbn of components. wary. November 3,2015 7.Pesitin assumes ailed on drainageNoe I.truss, 6.This design Is furnished subject to the limitations set forth by e.Pklea shell be holed on both feces of hose,ail plead so their center TPIMTCA in BCSI,copies of which will be furnished upon request. lines olndde with joint center fines. 9.DlgIte indicate sire of pieta In Inches. MiTek USA,Ino./CompuTrus Software 07.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR•1311,ESR-1533(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-13=1-1325) 4578 13- 3=( -379) 1982 10-19-(-170) 817 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-5185) 1510 13-19=1-1154) 3940 3-14=1-1241) 456 19-11=7 -18) 131 • WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 900 14-16=1-1037) 3871 14- 4=1 -164) 995 2x9 KDDF 416BTR A LOADING 9- 5=( 0) 0 15-17=( -51) 192 19- 6=(-1329) 911 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 2SF 9- 6=(-2713) 899 17-18=1 -873) 3425 6-16=( 0) 286 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3843) 1172 18-19=( -812) 3060 15-16=( 0) 79 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 7- 8=(-3088) 958 19-12=7 -657) 2262 16-17=( -821) 3297 8-10=(-2235) 709 16- 7=( -185) 502 LL = 25 POE Ground Snow (Pg) 9-10=( 0) 0 17- 7=7 -294) 171 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2550) 760 7-18=1 -436) 80 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2658) 801 18- 8=( -5) 351 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-19=(-1065) 328 OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAL, TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONaRFENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -306/ 1675V -82/ 91H 5.50" 2.68 KDDF ( 625) 35'- 8.0" -293/ 1498V 0/ OH 5.50" 2,40 KDDF ( 625) ** For hanger specs. - See approved plans - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL - 0.019" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration facto r=1.6, End vertical(s) are exposed to wind, 9-11-11 15-08-10 9-11-11 Truss designed forwind loads in the plane of the truss only. 2-07-04 4-11-08 2-04-15 3-07-05 5-01-04 4-08-08 2-03-0T-04-15 3-07 3-11-12 '1 '( T T 1 1 1 1 1 1 1 12 12 '- • 6.00 D M-5x6 M-3x5 M-0x2("1 M-3x4 M-4x6 Q6.00 4 O.ZS" 0 I 6 7 8 o 1612 + N.M6x84M8 a M-1.5x3 M-3x10 0.25" M-3x8 0 d 3.75 M-5x10 M-5x6(S) 12 {0O P R OFe. l l 1 1 y ' , l - ‘..,‘GINE -,N� Si'' l 2-07-04 4-11-08 6-00-04 y 5 01-04 4-08-08 4-08-08 7-06-12 y \J . ... : 9 e . 1-062-05-08 10-11-12 22-02-12 y '1/4C892001E 'c".. 35-08 -' JOB NAME: 5017-B POLYGON - D12 4010111P-dlki ..._. Scale: 0.1597 I. .y-� WARNINGS: GENERAL NOTES, ,.Mess otherwise noted / 7� +/y '"REGON�ys " 1.Builder and ereallan contredor should be advised of all General Notes 1.This design i based only upon the parameters shown and b for an Individual /'O +r'41 1.. ..w "� �-31- TrussTruss: : D 12 and Warnings before construction commences building component.Applicability of design parameters and proper T .(, 2.2e4 compression web bracing must be Installed where shown.. incorporation of rcna:ti.s me responsibility of the building designer. 1�.s 3.Additional temporary bracing to Insure stability during construction 2.Design the tap and bottom chole to be laterally braced at ~R R I t_'' Is the roaponstblllly of the erector.Additional pereteeset bracing of 7 o.c.and at 10'e.c raspecilvply unless braced throughout their length by �" continuous sheathlor iamb as plywood sheath he,.)and/or drywail(BC). DATE: 11/3/2015 the overall structure is the responsibility of the building designer. 3.Zw Impact bridging or lateral bracing required where shown.. SEQ. : Ki5 0 4 8 9 8 4.No load should be applied to em component until after an bracing and 4.Installation of russ lane responsibility of respedNe contractor. fasteners are compete and at no time should any loads greater than 5.Oe&ge accums.Orate.are to be used lea non.00rroatveerVirorment, and are for EXPIRES: 12/31/2015 TRANS ID: LINK design loads be applied to any component. nn y,daart of use. 6.CompuTrus has no control over and assumes no responsibility for the 8 De ease asumes fu.,'.�.-.aring M all supporta shown.Shim or wedge If febrietfon,handling,shipment and installation of components. ry. November 3,2015 7.Plates assumes ad,0oonaoth face is provided. 6.This design Is furnished subject to the Iimaatbns set forth by 8.Plates shell be loe:eo on both hes of truss,and placed w their center TP W✓TCA in BCSI,copies of which will he furnished upon request. lines colndde with io:r center lines. 9.Digits Indicate size ci.lata in Inches. MiTek USA,Inc.ICompuTrus Software+7.6.6-SP2(1L)-E to.For basis connectc pio.e design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-1130) 9578 11- 3=( -319) 1482 16- 7=( -11) 351 BC: 2x9 KDDF #1&BTR SPACED 29.0" 0.C. 2- 3=(-5185) 1273 11-12=1 -986) 3990 3-12=(-1241) 452 7-17=(-1065) 286 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 710 12-14=1 -826) 3871 12- 9=( -138) 945 8-17=( -152) 817 2x9 !ODE #16.BTR A LOADING 4- 5=(-2713) 685 13-15=1 -92) 192 12- 5=(-1329) 367 17- 9=( -21) 131 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-3893) 963 15-16=1 -711) 3925 5-14=1 0) 286 TC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3088) 788 I6-17=( -691) 3060 13-14=1 0) 79 BC LATERAL SUPPORT <= 12"OC. SON. TOTAL LOAD = 92.0 PSF 7- 8=(-2235) 573 17-10=1 -592) 2262 14-15=1 -668) 3247 8- 9=1-2550) 608 14- 6=1 -130) 502 LL = 25 PSF Ground Snow (Pg) 9-10=1-2658) 659 15- 6=( -299) 161 NOTE: 2x4 BRACING AT 24"OC UON. FOR 6-16=1 -936) 89 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ---- -- REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 0'- 0.0" -291/ 1675V -82/ 901-1 5.50" 2.68 KDDF 1 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -178/ 19980 0/ OH 5.50" 2.90 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed= 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed= 0.200" MAX LL DEFL = -0.312" @ 13'- 7.0" Allowed= 1.737" MAX TL CREEP DEFL = -0.626" @ 13'- 7.0" Allowed = 2.317" MAX HORIZ. LL DEFL = 0.140" @ 35'- 2.5" MAX HORIZ. TL DEFL = 0.232" @ 35'- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-11-11 19-08-10 7-11-11 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 3-07 3-11-12 T T T T T T T f T 12 12 6.00 D M-5x6 M-Sx8(S) M-3x5 0,25" M-3x4 f M-4x6 D 6.00 0i M-3x8 -� M-1.5x3 c 0 14-3x1:4-3x84,011111111111111111111111111111111111111°°: -3x10 � c 0 0 I /e - Boa- 0 ii M-6x8 12 ia': ��-- ,. �j 0 M-3x9+ M-3x9 0 13 15 16 17 LO, o 0 vu M-3x4+ o ho-1.5x3 M-3x10 0.25" M-3x8 M-3x6 1 d 3.75 M-5x10 M-5x6(S) 0 12.6 i l l l ), ,6 l " I Qfi�6(P 2-07-04 4-11-08 6-00-04 5-01-04 4-08-08 4-08-08 7-06-12 \r _ �GINEk-'a rQ 1-062-05-08 10-11-12 y 22-02-12 y ./- [�1�r� M r 2 35-08 89200PE fir.. • JOB NAME : 5017-B POLYGON - D13 sem*'' Scale: 0.1618 11.' 4' WARNINGS GENERAL NOTES, unless olharelaenotad F OREGON t.Baader and erection cenM5or should be advised of all General Notes 1.Thls design le based only upon the parameters shown and Is for an individual "`a++ ^iq y 2.fk 4 Truss: D13 and Warnings before construction commences. building component.Appllsb111ty of design parameters and proper Q i A a W 2.254 compression web bracing must be Installed ellen shown a. Incorporation of component is the responsibility el the building designer. `t {}, " 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom charts to be laterally braced at e±. 1.�� j,�+ Is the responsibility of me erector.Addebnet permanent bracing or T o c and at 12 o.c respeces plywood unless braced throughout their length by fw'. DATE: 11/3/2015 the overall structure le the redbllty of the baldingdesigner. continuous sheathing or such l b pdng re uir d where s eller dryweg(Bq. Won g 3.In Impact bodging or lateral bredng required where shorn++ SEQ. : K 15 0 4 8 9 9 4.No Iced should be applied to any component until after ell bracing and a. tian abuser b the responsibility of the reepecrNe contractor. Deetgn fasteners are complete end at no time should any load.greater than 5.Design assumes trusses are to be used in a non-corrosive environment. and are for"dry condition"ofuse. EXPIRES: 12/31/2015 TRANS ID: LINK assign loads be applied e anycomponent. ler the6.Design assumes hal bearing at ell aupp° shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility fabrication.handing.shipment and installation of aomponenta. °°°ry. November 3,2015 7.Design assumes adequate drainage lprovided. N 6.This design la mi°hed subject to the limitations set forth by 8.Plates shell be located on both faces abuser,and placed so their center TPIIWI-CA In SCSI,codes of vfikh e1A be furnished upon request. lines colndde with(oh center lines. 5.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus So#Ware+7.6.6-SP2(1L)-E 10.For basic connector plate design values see ESR-1311,ERR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-08-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1bBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-11=(-3174) 8910 11- 3=( -932) 2860 16- 7=( -862) 584 BC: 2x4 RODE #1413TR 2- 3=(-10108) 3486 11-12=(-2756) 7674 3-12=(-1188) 314 7-17=(-1428) 572 WEBS: 2x4 KDDF STAND; LOADING 3- 4=( -7138) 2664 12-13=(-3776) 9582 12- 4=( -746) 2224 17- 8=( -126) 854 2x4 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=( -6370) 2414 13-15=(-4672) 11628 12- 5=(-3670) 1600 8-18=(-3398) 1412 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9748) 3868 14-16=( -378) 936 5-13=( -364) 1214 18- 9=( -492) 1812 TC LATERAL SUPPORT 0= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)- 128.0 PLF 6'- 1.0" TO 35'- 8.0" V 6- 7=(-11386) 4628 16-17=(-3882) 9624 13- 6=(-2170) 996 9-19=(-5682) 2354 BC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 8.0" V 7- 8=( -8346) 3438 17-18=(-3356) 8254 6-15=( -74) 504 19-10=( -300) 220 8- 9=( -5230) 2168 18-19=(-2068) 5038 14-15=( 0) 118 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS i; 6'- 0.0" 9-10=( -44) 46 15-16=(-3500) 8708 NOTE: 2x4 BRACING AT 24"OC UON. FOR 15- 7=( -778) 1954 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -1054/ 3101V -53/ 117H 5.50" 4.96 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 8.0" -1238/ 3004V 0/ OH 5.50" 4.81 ROOF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN - 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 204 top chords, MAX LL DEFL= 0.003" @ -1'- 6.0" Allowed = 0.150" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL= -0.003" @ -1'- 6.0" Allowed = 0.200" 9" oc in 1 row(s) throughout 204 webs. MAX LL DEFL = 0.565" @ 13'- 7.0" Allowed = 1.737" MAX TL CREEP DEFL = -1.067" @ 13'- 7.0" Allowed= 2.317" MAX HORIZ. LL DEFL = -0.179" @ 35'- 4.5" MAX HORIZ. TL DEFL = 0.286" @ 35'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 5-11-11 q 29-08-05 2-07-@1-11-084-00-02 4-00-02 5-01-04 5-07-05 5-07-05 5-09-01 '1 f 1'320# 1' 1' 'f ' f 1 12 6.00 M-5x8 M-5x8(5) 0.25" r- M-3x6 M-3x6 M-3x4 M-3x6 M-3x8 M-1.5x3 o o M-3x8 0 o M k-r. c �` /-1�1-5x812 M-33}41 1. ! ,i O o // o 1,1-1],s.3 M-4:140 17 M-3906 1,1- k(18 rn to of M-3x4+ I 0.25" 2 y' o M-3x4+M-3x10 NI-7x12 a 3.75 M18HS-5x16(0( < 1) PRQxe6 12 k' (' 1 1 i J. J. 1 1 1 1 ‘AGINE. 1 2-07-M4-11-084-00-02 4-00-021 5-01-04 5-07-05 5-07-05 5-09-01 1 C, . -:• IN.� `'V /02,. LIJ 1-2605-08 10-11-12 J. 22-02-12 : :9200PI E c"' 1 7 VV 35-08 � .r' JOB NAME: 5017-B POLYGON - D14 � Scale: 0.1094 le a' WARNINGS: GENERALNOTE8 I ssothesMsenolad r 4 OREGON 4/ TrussD 19 1.Balder and erection contractor should be advised of all General Notes 1.086 desig b d ly upon the parameters shown and is for an Individual !'� 1I 2.('t 4 end Warnings before sonelrudlon commences. balding component.Applbabllity of design parameters end proper O _T '1 E1 �� 2 2a4 compression web bracing must be Installed where shown+. Incorporationremissibility companenl Is remissibilityv V ty of the building designer. 1"Y 3 Add ionel temporary bracing to Insure stability during construction 2.Design w the Co and bottom drords to be laterally braced et Cw,R 0- Ie the responsibility of the erector,Additional permanent bracing of T o.c.and el 1 tl o.c,respectively.5 sly anises braced Throughout their broth by fw'. R DATE: 11/3/2 015 continuous edging ng such ae plywood sheathing(TC)and/or drywan(BC). the overd structure is the responsibility of the building designer. 3.a Impact bridging sr;term bracing required where shown++ SEQ.: Ki5 0 4 9 0 0 4.No load should be applied to any component until eller ail bradng end 4.Installation of truss is Me responsibilly of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Deelgn assumes tr...see are to be used Ina non-corrosive environment EXPIRES:12/31/2015 TRANS ID: LINK design bads be applied to any component. and are for"dry condh..on^ofuse. 5.CempuTrus has no control over and assumes no responsibility for the B.Design assumes hal Man at all supports shown.Shim or wedge 11 November 3,201 5 fabrication.handling,sill necessary. shipment and Inalalkibn of components. T.Design assumes adequate drainage is provided. IL This design Is furnished subject to the limitations eel forth by 8.Plates shell be located on both faces of Wee,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide wOh join:order line.. 9.Digits Indicate sire of plate In inches. MITek USA,Inc./CompuTrus Software+7,6.6-SP2(OL)-E tO.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 23-09-08 HIP SETBACK 3-10-08 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1416BTR; 23-09-08 GIRDER SUPPORTING 6-00-00 1- 2=(-4685) 1604 1-10=(-1402) 4140 10- 2=( -558) 1745 6-15=(-1734) 687 2x6 KDDF #16BTR T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4140) 1448 10-11=(-2367) 6584 10- 3=(-2827) 1116 15- 7=( -354) 1217 BC: 2x6 KDDF SS 3- 4=(-6816) 2481 11-12=(-3029) 8315 3-11=( -354) 1217 7-16=(-2827) 1116 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-8431) 3098 12-13=(-3264) 8944 11- 4=(-1734) 687 16- 8=( -558) 1745 LL = 25 PSF Ground Snow (Pg) 5- 6=(-8431) 3098 13-14=(-3264) 8944 4-12=( -122) 606 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 3'- 10.5" V 6- 7=(-6816) 2481 14-15=(-3029) 8315 12- 5=( -585) 241 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 73.4)+DL( 20.6)= 94.0 PLF 3'- 10.5" TO 19'- 11.0" V 7- 8=(-4140) 1448 15-16=(-2367) 6584 13- 5=( -1) 291 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 19'- 11.0" TO 23'- 9.5" V 8- 9=(-4685) 1604 16- 9=(-1402) 4140 5-14=( -585) 241 ________---- --------- __ BC UNIF LL( 0.0)+DL( 29.4)= 29.4 PLF 0'- 0.0" TO 23'- 9.5" V 14- 6=( -122) 606 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 50.0)+DL( 34.0)= 84.0 PLF 0'- 0.0" TO 23'- 9.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 3'- 10.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 92.8)+DL( 26.0)= 118.8 LBS @ 19'- 11.0" 0'- 0.0" -788/ 2469V -28/ 28H 5.50" 3.95 KDDF ( 625) 23'- 9.5" -788/ 2469V 0/ OH 5.50" 3.95 KDDF ( 625) M-3x10 where shown; Jts:1,3,7,9-10,16 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. JT 1, 9: Heel to plate corner = 1.00" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOPICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.374" @ 11'- 10.7" Allowed= 1.144" MAX TL CREEP DEFL = -0.744" @ 11'- 10.7" Allowed= 1.525" MAX HORIZ. LL DEFL = -0.073" @ 23'- 4.0" MAX HORIZ. TL DEFL = 0.122" @ 23'- 4.0" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 3-10-03 16-01-02 3-10-03 '1 , T 1' 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 +118.808 { 1' 1' T T +11.80# T 12 12 6.00[7' Q 6.00 M-4x10 M-4x10 M-3x6 M-3x8 M-3x6 ,n _ T2s o ° I '�� W rn N c. f , ` �� a MION FM _y_ N' FFI �� --d o k 1- 10 11 12 ll3 14 15 16 o I o M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 M18HS-7x14(3) 3-03-04 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 2-10-08 3-03-04 y N. NG1 N.E, 6 V3 Y A 23-09-08 t- 89200PE �r JOB NAME : 5017-B POLYGON - C1 ��"" - /y Scale: 0.2737 10 '�N.. WARNINGS: GENERAL NOTES, des otherwise noted ,+ OREGON b4 JCw I.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the perimeters shown and is for en Individual tVl Truss: Cl and Warnings before construction commences. building component ApplkeblSY or design parameters and proper 'I 4 (y 2 284 compression web bracing must be Installed where shown+. Incorporation of component le the responsibility of the building designer. /1/464 [_ 3.Additional temporary bracing to Insure stability during obstrudbn 2 Design assumes the lop and bottom chorda to be laterally braved al ii R t t= IS be reeponsib8Nty of the erector.Additional permanent bredrg of 2 continuous asheathing rsuch as plywood sh aMMg(TCctively unless braced )and/or drywal SCghout their length(. DATE: 11/3/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown e• 4.No bed should be applied to any component until after ail bradng and 4.In°talatbn abuse la the responsibility Mete respective contractor. SEQ. : K 15 0 4 9 01 fasteners are complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used in a non-oorroma environment EXPIRES:12/31 L2015 TRANS ID: LINK daAgnbadsbeapgbdto any component. 6oercbsumer"dry barinlutalla ns shown.Shim or 5.CompuTns has noconbalover and assumes norespornroilityfor me necessary. a° p°° g November 3,2015 fabrkstbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be(scaled on both faces abuse,and pieced so their canter TPIMTCA In SCSI,copies of which MN be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate 58e of plate In Inches. MiTek USA,Ino./CornpuTrUs Software+7.6.6-SP2(1L)-E 10.For basic connector plate design values ase 658-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 27-03-00 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF SS; 27-03-00 GIRDER SUPPORTING 36-00-00 FROM 7-00-00 TO 27-03-00 1- 2=(-18780) 4974 1-11=( -4305) 16455 11- 2=( -2235) 8652 16- 7=( -1791) 7134 2x6 KDDF SS T2 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-16455) 4395 11-12=( -6666) 25290 11- 3=(-12621) 3372 7-17=(-10482) 2877 BC: 2x6 DF 2400F 3- 4=(-26625) 7086 12-13=( -9324) 35136 3-12=( -2163) 8739 17- 8=( -2424) 9453 WEBS: 2x4 KDDF k1&BTR LOADING 4- 5=(-35790) 9561 13-14=(-10245) 38592 12- 4=( -9660) 2640 LL = 25 PSF Ground Snow (Pg) 5- 6=(-35589) 9501 14-15=(-10245) 38592 4-13=( -960) 4287 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.3 TO 4'- 0.08-V7=(-26232) 6969 15-16=( -9258) 34920 13- 5=( -3150) 873 BC LATERAL SUPPORT <= 12"OC. UON. - TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 23'- 3.07-V8=(-17811) 4683 16-17=( -6606) 25146 14- 5=( -528) 2640 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 23'- 3.0" TO 27'- 3.08-V9=(-20325) 5313 17- 9=( -4590) 17811 5-15=( -3396) 939 OVERHANGS: 0.0" 18.0" BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 27'- 3.09-1/0-( 0) 75 15- 6=( -993) 4398 BC UNIF LL( 925.0)+DL( 289.0)= 714.0 PLF 7'- 0.0" TO 27'- 3.0" V 6-16=( -9876) 2700 JT 9: Heel to plate corner = 2.75" TC CONC LL( 100.0)+0L( 28.0)= 128.0 LBS @ 4'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 23'- 3.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 'I' ( 3 ) complete trusses required. @@ADDL: BC CONC LL+DL= 2933.0 LBS @ 6'- 0.0" 0'- 0.0. -2438/ 9326V -48/ 360 5.50" 13.92 DF ( 670) Attach 3 ply with 3"0.131 DIA GUN 27'- 3.0" -3011/ 11678V 0/ OH 5.50" 17.43 DF ( 670) nails staggered: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPA TIAL """ 9oc in 1 row(s) throughout 2x9 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. " 9" oc in 2 row(s) throughout 206 top chords, 5" o in 2 row(s) throughout 2x6 bottom choIds, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.463" @ 13'- 7.5" Allowed = 1.317" MAX TL CREEP DEFL = -1.098" @ 13'- 7.5" Allowed = 1.756" MAX LL DEFL= 0.001" @ 28'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.001" @ 28'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.098" @ 26'- 9.5" MAX HORIZ. TL DEFL = 0.189" @ 26'- 9.5" @@ HANGER TO APPLY CONC. LOAD(S) TO ALL MEMBERS. VERIFY HANGER ADEQUACY PRIOR TO FABRICATION. HANGER BY OTHERS. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 9-00 19-03 9-00 4-00 1-10-04 3-09-12 3-11-08 3-11-08 3-09-12 1-10-09 9-00 T +12891 '1 '1 '1 ' +1288 T 12 12 6.00 p M-5x8 M-7x8 Q 6.00 M-6x8 M-3x10 M-3x8 M-3x10 -M-6x6 2 3 4 5 6 7 8 ,1,2 o M-5x12 - ..,---'' �` M-5x12 0 - 7_17.2 p 1 11 • 12 13 " 14 15 16 17 9 0 p I � O �� �� M-5x8'.' M-7x8 0.25" M-3x6 M-9x6 M-5x8=M-6x6 1 p MSHS-9x18(S) o GIN . f 1 l 72933< y y y y y y \ • 4 � 0..0. y 9-00 2-01-12 3-09-12 3-08 3-08 3-09-12 2-01-12 9-00 y y 200•'7 „e 27-03 1-06 JOB NAME: 5017-B POLYGON - El ",:. .- /•S�. Scale: 0.1553 �vy �a'e. WARNINGS: GENERAL NOTES, unless otherwise noted. 7I OREGON NIX 1."'/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �/O f},J i z1s ty ��e�'4 Truss: El and Warnings baler,construction commences building componentApplicability of design parameters end proper 7 V 2 294 compression web bracing must be installed where shown.. Incorporation of component is the responsibility of the building designer. Ar 3.Additional temporary bracing to insure stability during construction 2.Design aawrwa the top and bottom choles to be laterally braced al 'V/*^I R M t"•• stbN 7uc.and at l0'oc.respectively unless braced throughout their length by Nd is there responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfar drywiall(BC). DATE: 11/3/2015 the overee structure is the responsibility of the bedding designer. 3.29 Impact bridging or lateral bracing required where shown+. SEQ.: El5 0 4 9 0 2 4.No load should be append to any component until after ail bracing and 4.Installation of towels the reaponsiblEy of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, EXPIRES: `/31 I"Oj 5 mcomponent. TRANS ID: LINK design bade be applied to component. end are for condition'of use. 5.ComPaltoe hes to control over and assumes no responsibility forme E Deesssl sea assumes hill bearing et all supports shown.Shim or wedge If fabrication,handling,shipment end installation of components. ry. November 3,2015 d. 8.Thio design is furnished subject to the Imitations set forth 8.Design assumes adequate drainage face is tpruss,an by 8.leesPlates ncbe bated on both faces of Kusa,and placed so their center TPUWfCA in SCSI,copies of which will be furnished upon request. linea coincide with)dint center lines. Trus Software 7.6.7 1 L E 9.Digits Indicate else of plate in inches. MiTek USA,Inc./Com W ( (- to.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=10) 0 BC: 2x9 KDDF hl&BTR SPACED 24.0" O.C. 2-3=1-76) 27 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -104/ 405V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -96/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 34V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL= 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL= -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -,, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. '' o 0 I 0 I Ilio --,, I 2'111110=11111_ IIIIIII4 0 M-3x4 J• l l 1-06 9-00 (PROVIDE FULL BEARING)Jts:2,3,4 WI) PRoFe 444 17 89200PE r'' JOB NAME : 5017-B POLYGON - EJ1 �� Scale: 0.6861 ^ ` jy., WARNINGS: GENERAL WOWS, unless otherwise noted V OREGON X, ,.Wider and erecgen contractor should be advised of e1 General Notes I.This design Is based Dory upon Sre parsmeters shown and le hr an Individualtti t Truss: EJ1 and Warnings before construction commences, building component.Appllcebllly of design parameters and proper. se:" A. 2.2a4 compression web bracing must be Installed where shown 0. incorporation of compananl is Ma responsibility of the building designer. � ry 3.Additional temporary bredng to insure stability during construction 2.Destgn assumes the top and bottom chortle to be throughoutaterslly braced at G Is the roeponstbillly of the erodor.Additional permanent bracing of T o c and al 10 o.c reepecso ply unless braced their length by 4,yy ', DATE: 11/2/2015 the overel structure la the n nslbll of bunts designer. continuous sheathing suchasacng rouir,od where s)and/or drywep(BC). �!� (")t' 1 spo ty o r'g g 3.2S)mp.d bodging or i.terel bracing required where shown Co R 4 SEQ.: K1504903 4.No land sheald 80,ppli.d to any nompen.nt anti.5,16.biasIng old 4.Installation oftruss Iathe re. dew fasteners are compete and et no time should any loads greater than 5.Design assumes Mows Sr.10to 80be used in a non-corrosive environment, TRANS ID' LINK design bads be applied to any component. and are for"dry condition.ot use. 5.Gompusrus has no control over and assumes no responsibility leEXPIRES:12/31/2015 2/31JL r the 6.Decste�as assumes NII bearing et all supports shown.Shim or wedge if (201 5 fabda.'fhbgon,handling,shipment and installation of components. 7.Design:sumesedaquetedrainageisprovided. November 3,2015 6. b design b furnished subject to the limitations set forth by 8.Plates shall be located on both faces of MISS,end placed so their center TPIM7CA in BUS).copbs of which oil be furnished upon request. Ines coincide with joint ceder line. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plate design values see ESR-1311,E511-1555(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-131) 93 1-4=(0) 0 BC: 2x9 ROOF #1&BTR SPACED 24.0" O.C. 2-3=( -63) 26 TC LATERAL SUPPORT <= 12"OC. HON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -30/ 119H 5.50" 0.38 ROOF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -149/ 338V 0/ OH 1.50" 0.43 ROOF ( 625) 8'- 2.8" -10/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.058" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 12 3 _,w 6.00 MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m o 07 oI rn 0 ��'' I 0 1►/ 4. -/ 0 M-3x4 l J' y 6-00 2-02-12 'PROVIDE FULL BEARING;Jts:1,4,2,3 I `Y"'C` e c.:3, ,kyGINL��r9 /0 444 -1 :9200PE 'r JOB NAME : 5017-B POLYGON - ADJ1 �,.,,� Scale: 0.5559 NYS WARNINGS:uldarO :9 NOTES, rwise 1. design Is based only upon the parameters shown and I.for an individual ''��7I EG ON ADJ1 and Warnings before construdicn commences. building component Applicability of design parameters and proper An { 2.2t4 compression web braising must be Metalled where shown+. incorporation of component la IM responsibility of the building designer. �O }e' s � , 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lap and bottom unlchoess braced to be throughoutMerrily braced at is the respomlbllity of me erector.Additional permanent bracing of cDec.. and at 10 o.c.respectively unless their length by DATE: 11/2/2015 the overall structure Is the reeibliof the bund) designer. Do Impact aahgor uerhbas acwg reod quired whereeeon•r drywaA(BC). �>L7 E.'.)'t �„_ spun ty Ip 3.2a Impact bridging or lateral bracing where Mown�0 ('j 1-5 1r SEQ.: K 15 0 4 9 0 4 4.No load should be applied to any component until after ail bradng and 4.Installation alb ie�s responsibility �biN�e .�ee<o�the contractor. ntrai toe hent. fasteners are complete and al no time should any loads greeter than Design assumes TRANS ID: LINK design roedsbeapplied toany component. 8. and Design reforary lfsee.supports 5.CompuTrue has no control over end assumes no responsibility for theryaumes bearing a ppo g EX 3 RES: E .1 2/3y/201 5 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 P l fl Gal G/J1 4 V S.This design is furnished subject to the limitations set forth by 8.Plates snail be located on both faces of trues,and placed so their center TPI,WTCA in SCSI.copies of which will be Belched upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-7985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-4=(0) 0 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = IC.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 918V -15/ 89H 5.50" 0.67 KDDF ( 625) f"1 f 3'- 9.2" 0/ 470 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) o LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 BOTTOM CHORD CHECKED FOR SO PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 6.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.9" Allowed = 0.298" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" - - MAX Design conforms to main windforce-resisting system and components and cladding criteria. M Wind: 140 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), cload duration factor=1.6, Truss designed for wind loads 11612114 N in the plane of the truss only. O o M-3x9 1 J' ) 1-06 (PROVIDE FULL BEARING. 14-00 �tiQ, o PR QF'e , 892001E r' JOB NAME : 5017-B POLYGON - EJ2 Scale: 0.7329 ,-- WARNINGS: N1.Bald.S: GENERALiNOTES, uMeupo the paramise eters OREGON ., Truss: EJ2 and W and a s efor contractor snood be advised of all General Notes This idesigngcois tined only upon the parameters mown and Is For r Individual end Warnings before construction commences wishing component.AppHcaMlHy or destgn parameters and proper ', ,�/ Vv. Incorporation of component lame responsibility of the budding designer. "Tfl\ 2 b4<omprosston web bracing must be Installed wnere shown+. � 3.Additional temporary bracing to Insure stability during construction 2 Design and ci IN the lop and bottom shame to be throughout braced at y is the responsibility of the erector.Additional permanent bracing of 2'on.and at ee o.c,rsapectNely unless braced throughout their length by DATE: 11/2/2015 the overall structure 5mero2atopsetaMgemhra,ter lbas prngreurre wheres ondmrdrywaA(Sc>. RR11.-i- epanelbnh of balding designer. 3.2a Impact bridging or lateral braarq required Mown.+ S EQ.: K 15 0 9 9 0 5 4.No load Mould be applied to any component until after el bacng end 4.Instillation of truss la the responsibility or the respective contractor, fasteners are complete end et no time Mould any loads greater then 5.Design assumes wane are to be used Ina noncarroeve environment, applied to an M. end ere ler"dry condition"of use. TRANS I D: LINK design bade be puty compose 6.Design assumes full bearing at all supports Mown.Shim or wedge if ^ 12/31/2015 5.Compuirus hes no control over and assumes no responsibility ler the ssery E P I ES fabrication,handling.shipment end installation of componeme. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design Is furnished subject to the limitations set fodh by 8.Plates located ies shall be uted on both faces Olson,end placed so their center TPIiWTCA hr SCSI,copies of nhieh slit be furnished upon request. lines coincide with joint center lines. MiTek USA,.10c./Com Trus 60Rware 7.6.6(114-E 9.Digits(radiata else of plate In Inches. Is. 10.For basic connector piste design values see E519-1311,ES9-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 2.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDOF #15BTR SPACED 24.0" O.C. 2-3=(-132) 92 3-4=( -63) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -60/ 45611 -31/ 158H 5.50" 0.73 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 335V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 2.8" -12/ 21V 0/ OH 1.50" 0.03 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Designchecked for net(-5 f (- ps ) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.057" @ 2'- 11.8" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 8'- 2.0" 4 -/ MAX HORIZ. TL DEFL = -0.001" @ 8'- 2.0" 12 6.00 ° Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, I) Truss designed for wind loads �0 in the plane of the truss only. rn 0 A 1 }r o M O O -/ I 2 TO 5�� 0 1 M-3x4 1 1 1 1 1-06 6-00 2-02-12 .?,,..D p n(((IPROVIDE FULL BEARING;:Its:2,5,3.9 I C./ .C% V' <0 . ,,N.4 4. `z 89200PE fir` JOB NAME : 5017-B POLYGON - ADJ2 �� ,/-HT1"' Scale: 0,9939 any WARNINGS: GENERAL NOTES, unless otherwise noted: • a: Truss: A D J2 1.Builder and erection conlrasor shosd be advised of al General Notes 1.This design is based only upon the parameters altown and Is for en individual "7 OREGON 1,� end Warnings before construction commence". building component Appllubl111y of design parameters and proper ,,,, A. .. compression g must be Installed where shown.. Incorporation of component Is the responsibility of building designer. <C),;12' � .�1_ ,d "U\ 2.2M4 corn Ion wale bracing ,IjC) F 14 `Y s V 3.Addttbnal temporary bracing to Insure stability during construction Z Design assumes the tap and bottom unless braceda is he laterally brecad el jr Is the responsibility of the erector.Additional permanent bracing of T n,c,and at 10 o,c,respsclNely throughout their length by /�r I�.., DATE: 11/2/2015 Me overall structure lathe responsibilityf the building deslner continuoussheathingor at Ibacing rtluirewhereEandlor tlrywag(BC). V/ �� o 8 9 3.2a Impact bridging or lateral s plw o required where Mown.. SEQ.: El5 0 4 9 0 6 4.No load should be applied to any component until after ell bracing and 4.Installation of buss is the responebiety o/the respective contractor. fasteners are complete and et no time should any bads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID• LINK desgnloads beapplied toany component. and are for"dry onamonrorae.. 5.CompuTnn hes no control over end assumes no responsibility for the 6.Deaton assumes full bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication.handling.shipment and Installation of components. P. necessary. ass '.PlatesshaMbeelocteduate onboth'fae'o trussded., November 3,2015 8.This design is furnished subject to the limitations sal forth by S.Plates shell be located on both faces of iniac,end placed m their center TPIN TCA In SCSI,copies of which will be furnished upon request, lines coincide weh Joint center lines. uTrus Software 7.6.6 1L E 5.Digits indicate size of plate In inches. MiTek USA,Inc./Com P ( )- 10.For basic connector plate design values see ESR-1311,ESR-1558(Web) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" 0.C. 2-3=(-103) 69 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 SF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS 18.0" 9.5" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -74/ 471V -24/ 141H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 79V 0/ OH 5.50" 0.12 KDDF ( 625) 6'- 0.0" -110/ 242V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.001" @ 6'- 9.5" Allowed = 0.079" MAX TL CREEP DEFL = -0.001" @ 6'- 9.5" Allowed = 0.106" MAX TC PANEL LL DEFL = 0.064" @ 3'- 2.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.094" @ 3'- 4.9" Allowed = 0.596" 12 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" 6.00 MAX HORIZ. TL DEFL = -0.001" @ 5'- 11.2" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. o co co f 5 1 M-3x9 • 1-06 6-00 0-09-08 ROVIDE FULL BEARING;Jts:2r 5,3 89200PE v JOB NAME : 5017-B POLYGON - BDJ Scale: 0.5499 WARNINI,Nuld(i5: G.TillsdLNOTsb, tiny ponthrwise erm -'ate'' OREGON lt� 1,Builder and erection contractor should be advised of all General Notes 1 This design is based only upon the parameters shown and Is for an Individual T y�- Truss: BDJ and Warnings before construction commences. building component.Applcabully of design parameters and proper 4 1/• 2. jr 2a4 compression web bowing must be Instated where shown 0, Incorporetbn of component is the responsibility of the building tlesignar. �/'"0 s Y y ` 3.Additional temporary bracing to Insure stabilgy during consimctlon 2.Design aewmsa the lop and bottom chorda to be laterally braced al Is the responsibility of the rest Additional permanent bracing of o,c,and at 10'o,c,respectively unless braced throughout their WWII by DATE: 11/2/2015 the overalt structure is the responstbq f the building de 2 Imps is edging or such n aohrg rplywooe aired where shove,) 5 tlryweA(8C). fty a re signer. 3.2a Impact badging or Nares bradng required where Movm�w S}:, K I rJ 0 4 9 0 7 4.No load siwuio be applied to any component until after all bracing and 4.Installation of Was Is the responsibility of the respective contractor, 4' fasteners are complete and M no time should any loads greater than 5,Design mammae Misses are to be used in a noncorrosive environment, TRANS LINK destgn loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assume,no responsibility for the 6.Design assumes hill bearing aid supports strewn.Shim or wedge 11 EXPIRES: 12/31/2015 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. November 3,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of tniss,and placed so their center TPIMTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sloe of plate in inches. MiTek USA,Int./CompuTrua Software 7.6.6(1L)-E to.Far basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-75) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -105/ 905V -7/ 59H 5.50" 0.65 KDDF ( 625) 1'- 10.9" -44/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 33V 0/ OH 5.50" 0.05 KDOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/l BO MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.072" 1-11-11 MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL = 0.005" @ 1'- 8.6" Allowed = 0.192" MAX BC PANEL TL DEFL = -0.003" @ 2'- 2.0" Allowed = 0.192" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 2111110- 1111 111111, M-3x4 l 1 y 1-06 3-10-08 (PROVIDE FULL BEARING;Jts:2,3,4 *\((- ,c\E) PRO/ 444 89200PE 'f' JOB NAME : 5017-B POLYGON - CJ1 ,// Scale: 0.6837 .44/11,4 :IOW WARNINGS /'y. 1.Builder: O. hRALNOTsb, unless ot me ise parameters *� OREGON -1 sK. 1.Gunder and erection contractor should be advised of all General Notes i This design Is based only upon Me peremeten shown and Is for an individual -YY//YJ � �/ Truss: CJ1 and Wamings before construction commences. building component Applluallry of design parameters and proper 2.2i4 compression web bredng must be installed where shown s. mcorporetion of componenl le the espomlbniry arthe wlldl�designer. / �.- ,� ' ,r �''' 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bonom chordsblas be laterally braced at V is the responstbility of the sellar.Additional permanent eadng of continuous sheathing such as T o.c.end at f P c.c.respectively unless braced throughout their length by 401, 11/2/2015 the overall structure is the responsibility of the building designer. 3.2e Impact bridging for lateral bracing requiredwood hwhere showTC) n+r dryweM(BC). '�f,r.` 1 p.MO- DATE: , SEQ.: Ki5 0 4 9 0 8 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. i 1 f fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINKassumes6.Design assumes hal bearing at all supports shorn,Shim orwedge if EXPIRES:� 731/2015 5.CompuTrue has no control over and assumes no responsibility for the necessary. fabnulen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design is fumiehed wbJed to the limitations set forth by B.Plates shall be located on both faces of truss,and placed w their center TPI/WTCA In SCSI,copies of which will be furnished upon request. Mies coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.60L}E 70.For basic connector plate design values see ESR-1311,ESR-1988(WU) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1b.BTR SPACED 29.0" O.C. 2-3=(-72) 29 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 1.2" TOTAL LOAD = 92.0 POP 0'- 0.0" -94/ 913V -14/ 876 5.50" 0.66 KDDF ( 625) 3'- 7.7" 0/ 49V 0/ OH 5.50" 0.07 ROOF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 9.0" -43/ 103V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 6.00 MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.010" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.013" MAX TC PANEL LL DEFL = 0.015" @ 2'- 3.7" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.014" @ 2'- 3.7" Allowed = 0.344" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 8.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, co Truss designed for wind loads in the plane of the truss only. 1 M-3x4 • b y li 1-06 3-10-06 0-01-03 'PROVIDE FULL BEARING;Jts:2,9,3 PROre 641 17 89200PE JOB NAME : 5017-B POLYGON - CJ2 _ ,/�,.- Scale: 0.7423 405i0OP'; yy., M WARNINGS: GENERAL NOTES, unless etherwlse noted OREGON *i, 1.Bolder and erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters own and H for en Individual Tri s s: C J 2 and Warninga before construction commences ,..buliding component.Applicability of design parameters and proper - '1�r} )s A 2.2a4 compression web bracing must be',tiled where ahem i. Incorporedon of component I°Me responsibility of the building designer. < "T 8 2.Design assumes the top and bottom chords to be Worldly braced at 3.Additional temporary bracing to Insure stability during constructiony o.c.and at id o.c.respectively unless braced throughout their length by s Is the responsibility of the erector.Additional permanent bracing of continuous theathing such as plywood steaming(TC)end/or drywa%(BC). ['] DATE: 11/2/2015 the overall structure Is the responsibility of the bulkling designer. 3,2a Impact bridging or lateral bracing required where shown e a Il SEQ.: 141604 9 0 9 4.Na bad should be applied to any component ural after all bracing and 4.Insialatbn of truss la the respunsibilty of the respective contractor. fasteners are complete and at no time should any bads greater than 0 Design assumes trusses are to be used M e non-corrosive environment, TRANS ID• LINK design bads be applied is any component. andante,drycommtian°at use. 5.CampuTrua M°no control over and assumes no re°ponsibillty for the S.Design assumes NII bearing al°%supports shown.Shim or wedge If EXPIRES 12/31/2015 2/31/2015 fabrlutbn,handling.shipment and Installation of components. miry Ch r t '.Design assumes ceen drainagelehos,,provided. November 3,2015 S.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both lana ebbs,and placed so their center TPIMTCA in 8C51,copies awl-11011,A be furnished upon request. Ones coincide with joint center linea .Dig.Indicate size pplatsinches. MITek USA,Inc./ComPuTrus Software 7.6.61L E 10 Forbasic conr te design val uee see ESR-1311,ES19-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 RIDE #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x4 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-107) 57 3-4=( -43) 19 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -70/ 404V -23/ 122H 5.50" 0.65 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -89/ 210V 0/ OH 1.50" 0.27 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -29/ 62V 0/ OH 1.50" 0.10 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 9.9" Allowed = 0.149" 12 MAX BC PANEL TL DEFL = -0.006" @ 1'- 11.3" Allowed = 0.192" 6.00 4 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" '' Design conforms to main indforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads I in the plane of the truss only. 0 or rn OO C N I 2 5 -! O oioillIlIllIll 1 M-3x4 y y y i 1-06 3-10-08 2-01-03 'PROVIDE FULL BEARING(Jts:2,5,3,4 I ‹<„ cO 1-1 Qp C�' GINE. I Nll04 e'`�' /p 0 cc 89200PE fir' JOB NAME : 5017-B POLYGON - CJ3 • Scale: 0.5963 "e WARNINGS: GENERAL NOTE B, classolharwtanoted OREONA 4'wt„ Truss: CJ3 Builder and erection cocontractor should be advised of al General Nolen This design Is based only upon the parameter°sheen and Is hG r an Individual G sem, the Warms beforeconeodion commences bolding component.Applicability of design parameters and proper 1 = / \ .. Incorporation of component is the ra ponsibrng of the balding designer. ,/J � 2.2a4 compression web bracing mud be Installed where shown+. "0 A 7 ' y 4 3.Additional temporary bracing to insure stability during construction 2 Design and sf 18 a n.top and bottom chants to be laterally braced at I y eiLlitct is the responsibility of the eredar.Additional permanent bracing of T o c at 10 o c respectively unless braced throughout Meir length by DATE: 11/2/2015 the overall structure la the responsibility f the balding designeeSe impact sheathing such as acing resheathing(TG)air whereshown ar tlrywaN(BC). 'k"/ :'[']J" span loo 3.Installation bridging Is htereponejblry eche wspectvewn++ a'11-5 L SEQ.: K1504910 4.fadbaashould rn le applied to any component any afterlead gll reater than 4.Delegn as ufetruss trIsthe are to y it heonpedosicontviron fasteners aro complete and et no time should any bade groeter Ivan 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condton"of use. 5.CompuTna has r,s control over and assumes no respunsiblllly ler the 8.Design assumes NII bearing et el supporta shown.Shim or wedge If EXPIRES: fabrkation,handling,shipment end installation of components. °nary 12/31/2015 '.Design""b l adequate tedonOath'face's provided.an November 3,2015 B.This design is furnished subject to the limitations set kith by 8.Plates shall be buten on Oath faces of truss,dna placed so their center TPIIWICA in BCS1.copies of Mich will be furnished upon request. lines coincide with joint center lines. 9.Oiglls Indoste size of plate M Indus. MiTek USA,Ina./CempuTrus Software 7.6.6(1L)-E 10.For basiccennestor plate design values see E5R-1311,ESR-1998(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-151) 71 3-4=( -68) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 2.7" TOTAL LOAD = 92.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -97/ 388V -30/ 15011 5.50" 0.62 KDOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.7" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -126/ 284V 0/ OH 1.50" 0.36 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0^ -62/ 112V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 uplift at 24 " IC gpsf) poc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.009" @ 1'- 11.5" Allowed - 0.344" q MAX HORIZ. LL DEFL = -0.001" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 8.2" 6.00 7 t# Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h-22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, , Truss designed for wind loads 30l in the plane of the truss only. 0 A c m o c o 1.1 5.1 o 1 M-3x4 .Jr l . 1 1-06 3-10-08 4-01-03 (PROVIDE FULL BEARING;Jts:2,5,3,9 I '` V 444 89200PE ��"" • JOB NAME : 5017-B POLYGON - CJ4 Scale: 0.5002 ...✓✓✓'''��� j'�.. WARNINGS:oldsrO.This de ign M b, unlessuupon aended OREGON t"i. 1.BuAdar and erection contractor should be advised o(eN General Notes 1.This design la based only upon Me parameters Moven and is for an Individual yam, Truss: C J 4 end Warnings before eonarndion commences building component.Apgicablllty of design parameters and properV* As 2.b4 compression web bracing must be Installed where shorn+. incorporation of component Is the responsibility of the building designer. �.e- v 9.0'''' �� 3.Additional temporary bracing to Insure stabibty during construction 2 Design and sl iD the top and etyom ass forsds a be throughout bread at Is the responsibility et the erector.Addgbnsl permanent bracing of 2 o.c. at 70'e.c.r5006 Ca shy unless braced throughout their length by /,a,,,� continuous sheathing such as plywood sheathing(7C)and/or dryrng(BC). 4 f p.']'{i �; DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown r r hl 1 l.. SEQ.: K1504917 4.No toad shoed be applied to any component until alter all bracing and 4. lation of truss.the rosrondbiNly of th n respective contractor. environment. fasteners are compete and at no time should any bads greeter than Design assumes be used design hada be applied to any component. and are for'dry condition..of use. TRANS ID: LINK 6.Design assumes(dl bearing at aN supports shown.Shim or wedge Ii 6. EXPIRES:12/31/2015 CompuTrus has no control over ash assumes no responsibility for the Mcesmry rabncation,handing.shipment end Installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 6.This design b furnished abject to the limitations set forth by 6.Plates shah be louvred on both races of trues,and placed so their center TPIANTCA In 13C51,copies of which will be furnished upon request. lines coincide wlth Joint center lines 9.Digits Indicate size of plate In Inches. MO cit USA.Inq.NCOmpuTrus Software 7.6.6(11-E 10.For basic connector plate design values see 058-1311.0118.19ee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #161370 LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-194) 91 3-4=(-112) 58 TC LATERAL SUPPORT <= 12"OC. LION. LOADING 9-5=( -46) 21 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PIP OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -31/ 399V -38/ 187H 5.50" 0.63 KDDF ( 625) 3'- 7.7^ 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE.SPATIAL 3'- 8.2" -113/ 256V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -119/ 236V 0/ OH 1.50" 0.30 RODE ( 625) 9'- 11.7" -20/ 45V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.008" @ 1'- 10.1" Allowed = 0.230" MAX TC PANEL TL DEFL = 0.006" @ 1'- 10.1" Allowed = 0.344" , MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" ISI 5 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12 Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 ✓ Wind: 190 mph, h=23.lft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (0( load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0 3 0l o1 om t 0 M-3x9 1 y y y • ) PRoF 1-06 3-10-08 - 6-01-03 CJ�,� ,9S !PROVIDE FULL BEARING;Jts:2,6,3,9,5 I �r� NGt NE, `� _�27 89200PE JOB NAME : 5017-B POLYGON - CJ5 Scale: 0.9225 `� WARNINGS: GENERAL NOTES, .Mew otherwise noted: OREGON �'K. 1.Builder and erection contractor should be advised of al General Nates 1.This design Is bawd cnN upon the parameters Norm and le for an Individual Truss: CJ5 and Warnings before construction commences. building component Appllwbility of design parameters and proper +k 4 2.2a4 compression web bradng must be Installed where shown+. Incorporation or component Is the responsibility of the building designer. to /� �' � 3.Additional temporary brecing to insure stability during construction 2 Design the top spset bottom.50chobrads ced throughout laterally braced at O .e Isthe responstbillly of the erecter.Additional permanent bracing of 2cooc and ti0 speciNety unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responstblity of the building designer. 3.2t Itmpact bridging c®Weral brtruth as acing requiretlh,INntg e shown en/o*tlrywafl(BC). 416'ti R.{l - S E Q. : K 15 0 4 912 4.Na load should be applied to any component unto after all bracing and 4.Installation or truss Ia:ne responsibility of the respacte contractor. I-1 1 L. fasteners are complete and at no time should any bads greater than 5.Design assumes iroseas are to be used Ina noncorrosive environment TRANS ID: LINK design loads be applied to any component. 6.�&are for'dry ora,oniMusa.w supports u 5.CompuTrus has rw control over and assumes no responsibility ler theceece assumes g a pilo dila EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. ry 7.Design assumes aoac f nadrainage Isprovided. November 3,2015 6.This design is furnishedfurnishedsubjectb)act to the limitations set forth by e.Plates shall be bu:eon both faces of truss,and placed so their center TPW/ICA In SCSI,copies of which will be furnished upon request. linea coincide with NM/center lines. 9.Digits indicate alae el pate in inches. MITek USA,IRC./CompuTrus Software 7.6.6(1L).E 10.For basic connector ptcIe design values see ESR-1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 9.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 108 3-4=(-155) 70 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=( -70) 33 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -16/ 398V -46/ 218H 5.50" 0.64 KDDF ( 625) 3'- 7.7" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -108/ 238V 0/ OH 1.50" 0.30 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -149/ 303V 0/ OH 1.50" 0.39 KDDF ( 625) 11'- 9.7" -51/ 107V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/100 MAX LL DEFL= 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL= 0.006" 0 1'- 9.9" Allowed = 0.144" MAX BC PANEL TL DEFL= -0.006" @ 1'- 11.3" Allowed = 0.192" MAX HORIZ. LL DEFL = -0.002" @ 11'- 8.9" 5 -f MAX HORIZ. TL DEFL = -0.002" @ 11'- 8.9" A( Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.00 � Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 (o 0 3 1 i 2 O It ANAMMEMMEMEMEM 6.... -/ I O M-3x4 y y y *1-06 3-10-08 7-11-03 •CC. 6:SN ) 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I c` / t 0 ; °rt.. 09200PE ° JOB NAME : 5017-B POLYGON - CJ6 Scale: 0.3838 /MIK �,.. WARNINGS: GENERAL NOTES, unless otherwise noted OREGON � � C 1.Balder and erection contractor should be advised of as General Notes t.This design is based only upon the parameters shown end b for an individual Truss: CJ6 and Warnings before construction commences bulldog component.Appllnblllty of design parameters and proper 4.. �VS /(� 2.2s4 compression web bracing must be installed where shown a. Incorporation of component la me ro.ponstbtllty a/ihe building designer. r 2'6 �4 3.Additional temporary bracing to insure stabltly during construction 2.Design and 10 the top and bottom unlesscholer to be laterally braced at O (�,s L+ a the responsibility of the erector.Additional permanent bracing of 7 o c end at 10 o.c respectively braised throughout melt length by 4.../ ..F? � (� DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2srImpact bridginginuous tdor laterrah l bracingrequiredrequl e ch eGshownand/ar drywell(BC), e✓( "l 8 '` SEQ.: K 15 0 4 9 13 4.No load should be applied to any component until ager al braising and 4.Installation of truss is the respoasibily of the respectNe contractor. 1� L v fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses ere to be used In a non-corrosive environment, and are ler"dry condelon"of use. T RAN S I D: LINK destpn loads be applied to any component. 6.Design assumes Ni bearing at Clsupports shown.Shim or wedge it EXPIRES: 5.CompuTrus hes no control over and assumes no responsible),for the necesssry. EX fP t12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assume.adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center November 3,2015 TPIIWTCA o SCSI,copies of which win be furnished upon request. linea coincide with joint center lines. uTrus Software 7.6.6 1L E B.Digits Indicate size of plate In inches. MiTek USA,Inc./Com P ( )• 10.For basic connector plate design values see ESR-1371,ESR-7868(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x9 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-6=(-49) 109 6-5=( 0) 18 BC: 2x9 KDDF-#1&BTR SPACED 29.0" O.C. 2-3=(-168) 25 5-7=(-94) 205 5-3=( 0) 46 WEBS: 2x4 KDDF STAND 3-4=( -23) 30 3-7=(-211) 97 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.3 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 429V -15/ 90H 5.50" 0.68 KDDF ( 625) LL = 25 Ply Ground Snow (Pg) 3'- 10.9" -87/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0.0" 0/ 97V 0/ OH 5.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO ^.:-:E SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed - 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" 3-11-11 MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.013" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 4'- 11.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 4'- 11.0" Allowed = 0.105" 12 6.00 (;i7" MAX HORIZ. LL DEFL = -0.005" @ 4'- 11.0" MAX HORIZ. TL DEFL = 0.008" @ 4'- 11.0" 4 -/ Design conforms to main windforce-resisting system and components and cladding criteria. M-9X6 ') Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), wload duration factor=1.6, � o Truss designed for wind loads 101 l n the plane of the truss only. 7 cl 7 oNU 1 of M-3x4 0 ,..a. o M6-3x4 0 1 M-3x4 M-3x5 l 1 y l 2-03-12 2-07-05 1-00-15 )' Y , y 1-06 2-05-08 6-00 3-06-08 _ (PROVIDE FULL BEARING;Jts:2,4,7 I ���c, /--O PRO , s kAGIN E. '9 89200PE �1" JOB NAME : 5017-B POLYGON - DCJ2 •i !5:"- ----, Scale: 0.5939 'a WARNINGS: GENERAL NOTES, vMeup upon hrwise noted.paunster 7 , OREGON Cr 7.Builder and erection contractor should be advised of all General Notes I.This design la based only upon the parameters shown and Is bran individual Truss: DCJ2 and Warnings before construction commence. building component.Appllcabllly of design parameters and proper Ais 2 W4 compression wale bracing must be Installed where shown v. Incorporation ne component la me responsibility of the building designer. /'" '1}r A 2.0 4 3.Additional temporary bracing to Insure stability during construction 2.Design sesames the top oat bottom es.cholen a be througaterallyhout braced et O W Y is the responsibility of the erector.Additional permanent bracing of T o.c and at 10 ow.eepcontinuous sheathirg h as plywood unless braced Ihroughod their length by A,�y' DATE: 11/2/2015 the overall structure is me responskay of the building designer. 3.24 Impact bridging a idem!bracing required where s)hown/o'tlrywell(BC) f ` ("]��L SEQ.: K 15 0 4 914 4.No mad should be applied to any component until after an bracing end 4.Installation of truss:a me rasponNbilty of the respective contractor. �l fasteners are complete and at no time should any mads greater than 5.Design assumes tn,uses are to be used In a noncorrosive environment, TRANS ID: LINK design pada be applied to any component and are for 6 Designs dry mes h.Ior i'en t at all supports ahovm.Shim or wedge If y( p 5.DeepuTrus has no control over and assumesap no reanaiblllry for the n<ussery. EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes acec,dete drainage Is provided. November 3,201 5 6.This design is furnished subject la the limitations set forth by e.Plates shag be locate,on both faces of truss,and pieced so their center TPWITCA in BCN.copies of which will be furnished upon request. lines coincide with NW certer lines. 9Mitek USA,Inc./Com elrus Software 7.6.61L E o Digibts sic conecoopector lote a inches values Inc./Compel-rue ( )' 1.Forbenccsle sRe 61 late b design values see ESR-7377,ESR-1988 Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF N14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(-130) 207 6-5=( 0) 18 BC: 2x4 KDDF 816BTR SPACED 24.0" O.C. 2-3=(-276) 64 5-7=(-266) 413 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-9=( -53) 43 3-7=(-425) 274 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -88/ 963V -23/ 122H 5.50" 0.74 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.0" 0/ 148V 0/ OH 5.50" 0.29 KDDF ( 625) 5'- 11.7" -51/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. J AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - - -- - VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.017" @ 2'- 3.8" Allowed = 0.254" 5-11-11 MAX TL CREEP DEFL = -0.025" @ 2'- 3.8" Allowed = 0.339" I. MAX HORIZ. LL DEFL = -0.013" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.016" @ 4'- 11.0" 6.00 4 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. M-9x6 i 3 N 411.1111111111111111 98 �' ....ggigigill1 art m, M-3x9 0 o f of 2 1,.. ME 3X4 1 M-3x9 M-3x5 1 y ), l 2-03-12 2-07-05 1-00-15 b 1 b 1 1-06 2-05-08 6-00 3-06-08 {^� [PROVIDE FULL BEARING;Jts:2,7,4 I �`.. c,V P F Q1/ o 619 89200PE I- _, JOB NAME : 5017-B POLYGON - DCJ3 ./-or. Scale: 0.5434 � ...���+++{{{ • ......-, WARNINGS: GENERAL NOTES, unless otherwise noted: OREGON �V., 1.Builder and erection cont edo,ehodd be advised of ail General Notes 1.Thls design Is based only upon the parameters shovm antl a for an Individual Truss: DCJ3 .nawammgsberonoon.ncloncommencee buldlpcomponenlApplcebllyofdealgnpanmetenendproper v' aL, 2.Zo4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. y/iej„ 4fr 14 A'y 3.Additional temporary brecirg to Insure stability during construction 2.Zoo,Deeigassumes the tap and bottom chortle to be througaterallyhout braced et u b is the responsibility of the erector.Additional permanent bracing of 7 c.c.end et 10'c.c.respectively unless braced throughout their length by ' DATE: 11/2/2015 the overall structure is Me ro dbA f the balding designer. continuous sheathing such as plywood sheathing(7C)and/or drywal(BC). 446.R R I( V- eW n 8y o 3.2e Impact bridging or{afetal bracing requked where Mown++ 11 L SEQ.: K 15 0 9 915 4.No load should be applied to any component antro aver all bracing and 4.Installation of trues is the reepondblity of the respective contractor. fasteners an complete and et no time should any bads greater than 5.Dedgn assumes susses are to be used in a noncorrosive environment. TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrns has no control over and assumes no responsibility far the 6.Decsteaea awmes Ml bearing al all supports shown.Shim or wedge ll EXPIRES: 12/31/2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is prodded. November 3,2015 ' B.This designBanished Is subpd to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center TPIWICA In SCSI,copies of which w118 be furnished upon request. linea coincide with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Int./CornpuTrus Software 7.6.6(1L)-E 10.For batik connector plate design values see ESR-1311.ESR-1888(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=) -88) 176 7-6=( 0) 18 BC: 2x9 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-293) 51 6-8=(-182) 350 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-106) 61 3-8=(-360) 187 LOADING 4-5=( -46) 20 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 RIF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 P5F Ground Snow (Pg) 0'- 0.0" -67/ 452V -31/ 154H 5.50" 0.72 KDDF ( 625) 4'- 11.0" 0/ 132V 0/ OH 5.50" 0.21 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -108/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 11.7" -15/ 28V 0/ OH 1.50" 0.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ,', AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 4 '1 MAX LL DEFL - 0.012" @ 2'- 3.8" Allowed = 0.254" 5 -/ MAX TL CREEP DEFL = -0.021" @ 2'- 3.8" Allowed = 0.339" 12 6.00 MAX HORIZ. LL DEFL = -0.009" @ 4'- 11.0" (0 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 4 Design conforms to main windforce-resisting �' system and components and cladding criteria. f o Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), od o load duration factor=l.6, ri Truss designed for wind loads M-4x6 in the plane of the truss only. 33A C� I O O 51-LE ro M-3x4 I 7 2�� M7-3 X4 0 o M-3x4 M-3x5 ). vi l l 2-03-12 2-07-05 1-00-15 y )' l y 1-06 y 2-05-08 5-06-03 , y 6-001-11-11 r 'PROVIDE FULL BEARING;Jts:2,8,9.5 I ,<( ntJ1,AGIE0t .... a 89200PE JOB NAME : 5017-B POLYGON - DCJ4 ,, 0�5� Scale: 0.4752 ...rrr��ry .�. WARNINGS: GENERAL gra Is unless o the parameters OREGCON ��� 1.Bustler and erection contractor should be advised of all General Notes i.This design Is based only upon the parameters shown and Is for an Individual w. Truss: DCJ4 end Warninge before construction commences, building component.Applkablllty of design parameters and proper ].2s4 compression web bracing must be Installed where shown+. Incorporation of component to the responsibility of the building designer. t/'"© }r s `�, 3.Additional temporary bracing to Insure stability during construction 2 Design and tO the tap and bottom chests to be laterally braced el lathe responsibility al the erector.Additional permanent bracing of 2 o.c. at/0'c.c.respectively unless braced lhroughdd their length by �,ry continuous sheathing such as plywood Sheathln9(TC)and/or drywall/13C). 'FI1Fi(")1( "., DATE: 11/2/2015 the averse structure Is the responability of the building designer. 3.2r Impact bridging or lateral bradrg required where Mown++ 1-7 l+ SEQ.: K 15 0 4 916 4.No bed should be eddied to any component ass eller all bracing and 4.Installation of Istheesto ele�tya f ttherer��o:contractor. a�ctor. fasteners are complete end at no time should any bads greater than end Design assumes ss mery wnsses of usb. TRANS I D: LINK design bade be applied to.ray component. 6.Design oosomes lull bearing at all supports shown.shim or wedge If 5.CompuTn n has no control over end assumes no responsibility forme si9r aEXPIRES:12/31/2015. fabrication,hendlieg,shipment end Installation of components. i.Design assumes adequate drainage Is provided. November 3,2015 S.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of true,and placed so their center TPIN/ICA In SCSI,copies of which will be Nmished upon request. Ines coincide with joint center lines. 9.Digits indicate sbe of plate In Inches. MTek USA,Int./CornpuTrus Software 7.6.6(1L)'E l0.For bask connector plate design values see ESR-t311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.0 0 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=( -69) 161 7-6=( 0) 18 BC: 2x4 KDDF 81613TR SPACED 24.0" O.C. 2-3=(-227) 43 6-8=(-144) 320 6-3=( 0) 48 WEBS: 2x4 KDDF STAND - 3-4=(-153) 73 3-8=(-329) 149 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"OC. NON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -48/ 446V -38/ 187H 5.50" 0.71 KDDF ( 625) 4'- 11.0" 0/ 125V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -144/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -50/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" 1' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" S MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" ', MAX TL CREEP DEFL= -0.020" @ 2'- 3.8" Allowed = 0.339" 0 MAX HORIZ. LL DEFL = -0.008" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.012" @ 4'- 11.0" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4 cn Wind: 140 mph, h=23.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, (A) 01 Truss designed for wind loads d, in the plane of the truss only. M-9x6 3 k� o N I �, -E O. M-3x9 0 '0 1 M23x9 0 M-3x4 M-3x5 l l l l 2-03-12 2-07-05 1-00-15 )' 1 y k 1-06 2-05-08 7-p6-03 r O P R Qf 6-00 l� 3-11-11 E�i'er��('4• s�,,,•\C� [� PROVIDE FULL BEARING;Jts:2,8,4,5 I �\"\ GIN ` 9 ��O v "T 17 zw 89200PE c'" JOB NAME : 5017-B POLYGON - DCJ5 . Scale: 0.4225 1• .. WARNINGS: GENERAL NOTES, ,,Bessolherelae noted, �� � � ¢ I.Bulkier and erection contractor should be advised of all General Notes 1.This design h based only upon the parameters.hilum and is for an individual Truss: DCJ5 and Warnings before construction commences building component.Applicability of design parameters and proper ,� �� 2.254 compression web bracing must be InsteNed where shown.. incorporation of component la the neaponstbmN of the building assigner. ,/ '11' h, 2.De.gn Stf s the top and bodnm chords to be laterally braced at "Z(`• 4yT:.. 3.Additional temporary bowing to insure stability during construction T o.c and et iG o c raspectMly unless braced throughout their length by 4 s C'' Is the responsibility of the erector.Addtilonal permanent bradng of continuous sheathing such as plywood sheammg(TC)end/or drywRI(SC). '✓f'F}R I( t DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. *ii.R 4- SEQ.: K 15 0 4 917 4.No load Mould be applied to any component until after al bracing and 4.Installation of rose Is the responsibility of the respective contractor. fasteners are complete end al no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, T RAN S I D' LINK design loads be applied to any component. end we for condnlon'of use. 5.Compurrus has no control over and assumes no responsibility for the 8.Design assumes hal bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 necessary. fabrication,handling,shipment and Installation of components. '.Design assumes adequate drainage is truss,provided. November 3,2015 S.This design I.furnished subject to the limitations set forth by 8.plaro..neo be located on born faces inures,and Wowed so their center TPEWICA In SCSI,copies of which w111 be furnished upon request. Ines coincide with loin)center lines. MITek USA.Inc./Com uTrus Software 9.Digits Indicate size of plate In Inches. 7.6.6 1L E P ( )- 10.For basic oenneoter plate design values see ESR-1311,ESR-1g88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=( -82) 166 8- 7=( 0) 18 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-233) 46 7- 9=(-170) 331 7- 3=( 0) 98 WEBS: 2x9 KDDF STAND 3- 4=(-189) 87 3- 9=(-341) 175 LOADING • 4- 5=(-105) 54 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP 5- 6=( -41) 19 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA .LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0,- 0.0" -32/ 449V -47/ 222H 5.50" 0.72 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 4'- 11.0" 0/ 128V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -135/ 282V 0/ OH 1.50" 0.36 KDDF ( 625) 9'- 11.2" -105/ 212V 0/ OH 1.50" 0.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 11'- 11.7" -17/ 37V 0/ OH 1.50" 0.06 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 11-11-11 f f VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" I:1 MAX TL CREEP DEFL = -0.020" @ 2'- 3.8" Allowed = 0.339" 6 MAX HORIE. LL DEFL = -0.009" @ 4'- 11.0" 12 MAX HORIZ. TL DEFL = 0.013" @ 4'- 11.0" 6.00 ). Design conforms to main indforce-resisting system and components and cladding criteria. ch 5' Wind: 140 mph, h=23.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o I load duration factor=1.6, a to Truss designed for wind loads in the plane of the truss only. M-4x6 3 *-�� o ��� ^� � of 9 ►�� -.' 1, -m ro M-3x4 of 2 - MX3x4 0 o M-3x4 M-3x5 l l l l 2-03-12 2-07-05 1-00-15 l l l l 1-06 l 2-05-08 l 9-06-03 l9,,V0 PAQp . S* 6-00 5-11-11 �C,' 14GtINESR �'rp !PROVIDE FULL BEARING;Jts:2,9,4,5,6 {y rt p C I , V` 8920 �`1 JOB NAME : 5017-B POLYGON - DCJ6ii / ►0 E 1 Scale: 0.3762 AI- "'/��y'".""' ss he Balder. Oml.e Is cony upon the parameters 7 OREGON ;�L 1.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the paremetere shown end h for an individual iii/77? f�, Truss: DCJ6 and Warnings before construction commences building component,Appfoability of design parameters and proper Vs t 2.254 compression web bracing must be Installed where shown+. incorporation of component is the responsibility.f the building destgner. - 2 c> C� 3.Additional temporary bracing to Inure stability during construction 2.Design.seconds the top end bottom chords la be laterally braced et p by Is the responsibility of the erector.Additional permanent bracing of continuous ntc.est at ee10*his.rsuch cc plywood.braced(TC)c al their.U(B). A+ R R IO- Impact gor later l b.degplywod ia where)andbr cryweA(BC). �Vf DATE: 11/2/2015 the overfill structure is the respor�albillty of the building designer. 3.25 Impact bridging or lebral bredng required where shown c w SEQ.: Ki5 0 4 918 4.No bad should be applied to any component until after all bracing and 4.Installation of true is the responsibility of the respective contractor. fasteners era compete and at n time should any pada greeter than S.Design amines trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design pada be applied to any component. end are for"dry condition"of use. 5.Compulras hes no control over and assumes no responsibility for the 8 nOeceaeeesign awmea full beadng et an supports shown.Shim or wedge It EXPIRES: 12!31/2015 Iabdution,handing,shipment and Instalstlun of components. 7.necessary. EXPIRES:rl C57 'r/'f7 I/G 1 Design assumes on both isprovided. November 3,2015 8.This design is Nmlalmtl subject t.the limitations set forth by 8.Plates shall be Ioceted on both laces of buds,dist placed do melt center TPVWICA in SCSI.copes of which will be furnished upon request. lines coincide with Wet center lines. 9.Digits indicate aha of plate in inches. Weir USA.Inc./CompuTrue Software 7.6.6)1L)-E to.For basic connector plate design values see ESR-1311,ESP-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 76 2-9-(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-70) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -104/ 907V -7/ 5981 5.50" 0.65 KDDF ( 625) 1'- 10.9" -85/ 82V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 99V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.004" @ 1'- 0.8" Allowed = 0.097" MAX BC PANEL TL DEFL = 0.006" @ 1'- 8.5" Allowed = 0.334" MAX BC PANEL LL DEFL = 0.013" @ 2'- 8.6" Allowed = 0.250" 1-11-11 MAX BC PANEL TL DEFL = -0.021" @ 3'- 1.4" Allowed = 0.334" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (AID Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. f - 0 2 �4 1 1 M-3x9 y vi y 1-06 'PROVIDE FULL BEARING;Jts:2,3,4 I 6-00 PrOF s. *7 f/ 8 2OOPE JOB NAME : 5017-B POLYGON - DJ1 Scale: 0.6559 t WARNINGS, GENERAL NOTES, 040,5 otherwlss noted: 0I CQtiJI Y 1Builder and erection contractor should be advised of ail General Notes 1.This design Is based only upon the parameters Mown and Is for an indWlduel * Truss: DJ1 and Warnings before oonetru. dbn commences building component.Appllc.bllity of Willyparameters and proper � i I(, 2.Di4 compression web bradng must be Installed where shown i. Incorporation of component is Me responsibility of the building designer. 3.Additionat temporary bracing to insure stability during conelrudlon 2 Design assumes the tcp and bottom charts to be laterally lensed at O -!- "]'( Ie the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 o c respectively unless braced throughout their knglh by continuous sheeting ouch l b ac ng e whereg(TC)ower 0 tlryweA(BC). ✓/ �R't DATE: 11/2/2015 the overall structure la me rospondbNty of the building designer. S.D:Impact bridging or lateral bracing required where Move«. L 1r SEQ.: K 15 0 4 919 4.No load should be applied to any component untti after al bradng and 4.Installation of truss is the rasponelbilly of the respective contractor. fasteners are complete and at no time should any bads greater than 8.Design aatume,trusses are to be used In a non-com:siva environment T RAN S T D• LINK design bads be applied to any component end era for"dry condition"of sae. 5.Com Trus hes no control over and assumes no responsibilitye.DBNcogHswmeslWlbeeringeteNwpportsshown.Shimorwedgalf EXPIRES:12/31/2015 w for ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. November 3,2015 8.This design h MmIshed subject to me limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center TP WITCA In BCS!.copies of which will be furnished upon request. Ines coincide with)Dint center lines. 9.Digits indicate sire of plate In Inches. Mack USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For baste connector plate design value.see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-101) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 37.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -87/ 478V -23/ 122H 5.50" 0.76 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11,7" -66/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX Ti CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.080" @ 3'- 7.2" Allowed = 0.396" MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" 5-11-11 1 f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 6.00 12. Design conforms to mainwindforce-resisting system and componentsand cladding criteria. '' Wind: 140 mph, h=22.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 f o rn o o o I 2 4 p....1 M-3x9 l 1 y 1-06 6-00 (PROVIDE FULL BEARING;Jts:2,4,3 I ,.( P . 89200PE fir"" JOB NAME : 5017-B POLYGON - DJ3 ,tfrilitir,gir. ..-.'- Scale: 0.5809 W0 Cr ARNINGS: GENERAL NOTES, unless tithe ise me �� A C)IlEl.1QIV 4/ I.Builder and erection contractor should be advised dal General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: DJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper „t_ V 2.OH compression web bredng must be Installed where shown+. incorporation of component is the responsibility of the budding designer, ✓0 .-1k 14 a 2. .?} 3.Additional temporary bracingto Insure stabil during construction 2.Design and at lI the lop end bottom chords to be laterally braced et Is she responsibility of the erector.Atltlttlonel permanent bracing of 2'o,c.and at ie'o.e.respectively unless braced throughout their length by /(�. continuous OdgIng or such lateral b plywood aI hl )TC)end/or drywett(BC). 'V'E R R RA- SEQ.: �5 DATE: 11/2/2015 theoveralleresp nsibWre Ie the rectonsMAkyof Me rmangdesigner. J.2.co Impact b&teethor suchbredng ds he tlwhere shown++ • Y S EQ.: K 15 0 4 9 2 0 4.No bad should be applied to any component until alter eB bracing and 4.Installation of Truss Is the responsibility of the respective contractor. fasteners are complete and at re time should any roads greater than 5.Design assumes trusses are to be used in a noncerroelve environment, TRANS ID• LINK design loads bo applied to any component. and are for"dry aenamo of use. 5.CompuTrua hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES12/31/ 2015 2/31/201 5 nece febrtcatiun,handling,shipment end Installation of components, scery' `� "� 7 Design assumes adequate drainage is provided. tel 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPI1 TCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA.Inc./CornpuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR•teee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 289 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDDF #14BTR SPACED 29.0" S.C. 2-3=(-127) 92 3-9=) -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 1C.G PIP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS' 18.0" 0.0" TOTAL LOAD = 42.0 REF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 956V -30/ 151H 5.50" 0.73 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -136/ 337V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 5V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NCT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.097" @ 2'- 9.3" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 4 -, 12 6.00 [ .. I) Design conforms to main windforce-resisting �� system and components and cladding criteria. 3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 Truss designed for wind loads in the plane of the truss only. 0 Cs rn o T1 cJ` a 1 o I M-3x4 l l l 1 1-06 6-00 1-11-11 F1OF (PROVIDE FULL BEARING;Sts:2,5,3,4 I c��� �G1 A.�V I j-+E "'(,�/ C 89200PE 1-- JOB JOB NAME : 5017-B POLYGON - DJ4 scale: 0.5002 _ _._ •. 'Cr WARNINGS: OThis de NOI. unlessotherwise 7 OREGON _ill to I.Builder and eredbn contractor should be ativieetl of all General Notes 1.This design N based nnty upon the parameters shown and Is for an individual (;:1 y�, Truss: DJ4and Wammgsbefore construction commences. building component.Appllaab111ryofdesign parameters and proper ayV 2.2r4 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building dealgner. lb 1" 1 4 9 C j 3.Additional temporery brecing to Insure stability during construction 2.Design assumes the top and bodom chorda to be lateralty braced at V is the neaponalblllty of the ender.Additional permanent diming of T o,c,and at I O c.c, as sty unless braced throughout their length by �,�y' DATE 11/2/2015 the overall structure Is the re sibflof the building designer. continuous rdginginr such as plywoodcnrequired uiredsheatidr.ne shwas nr drywaA(BC). -'/ Rii. 'k"]I�y span 8Y p3.�Impact bridging or Mteral bracing required whero shown++ I�l SEQ.: K1504921 4.Ne toed should be appled teeny oenrpenent untO after ci bradng end 4.Installato�mtawisthe eres ato b.itytydfteenes�tive•environment fasteners are complete and at no time should any loads greater than g design leads be applied to any component. and are for"dry condition"of use. ID. LINK 8.Design assumes full bearing at al supports shown.Shim or wedge It EXPIRES:ES 1• 12015 5.CompuTrue has no control over and assumes no responsibility for the neeea ary, , fabrkation,handling.shipment and Installation of components. 7.Dedgn assumes misquote drainage is provided. November 3,2015 6.This design Is furnished subject to the[Irritations set forth by 8.Plates shall be located on both laces of Suss,and placed so their center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc,/CompuTrua Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-1966(WO) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(0) 0 BC: 2x9 KDOF #150TR SPACED 24.0" O.C. 2-3=(-170) 98 3-9=1 -76) 39 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)051( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -91/ 452V -38/ 182H 5.50" 0.72 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -157/ 368V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -95/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.028" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 4 - Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 , 0 o 0 N M O C MNO 1 M-3x9 y 1-06 y 6-00 PROVIDE FULL BEARING:Jts:2,5,3,411-i1 y� `I�t4G� ` f0 1. , di p 8920OPE r JOB NAME : 5017-B POLYGON - DJ5 Scale: 0.9225 -'SAW %i 1. Cr I.Builder GENERAL NOTES, unteupon the arnoted p' OREGON ""^w I.BUlder and erection contrador should be advised of all General Notes i.This design Is boast only upon the parameters Mown and is for an Individual Truss: DJ5 and Warnings before construction commences. building component Applicability of design paremeters and proper �/ A, 2.204 compression web bracing must be Installed where shown 0. Incorporation of component Is the responsibility of the building designer. /-0 7}"' 1 4 s 2�, 4 3.Additional temporary bracing to insure stability during constnwtion 2 Design and et 1p Ihq lop and bottom chortle to be throughouty their et L+ {l. IS the responsibility of the ereIXar.Additional permanent bracing of Y o c.and el l0 o c.respectively unless braced their length by r `_. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). .L.F7 r 11 �_ DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2e Impost bridging or lateral bracing required where shown 0• r'�1-7 Y SEQ. : K 15 0 4 92 2 4.No load should be applied to any component until after all bracing and 5.4.Installation of truss is t espe beupayd ft sthe nesrespective connvctonmenl, fasteners are complete end at no time should any Wads greater thanDesign assumes trusses are to T RAN S I D: LINK design Wads be applied to any component. end ere for"dry condition"of use. 5.CompuTrue hes no control over and assumes no responsibility for the 6.Design assumes NII bearing el all supports shown.Shim or wedge If EXP 1 RES:12/31/2015 fabdceesn,handling.shipment and installation of components. T. esery.Design assumes adequate drainage is provided. November 3,2015 6.This design b furnished subject to the limitations set forth by 8.plates shall be located on both faces of trues,and placed so their center TPWW-CA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.DOW indicate size of plate In inches. MITek USA.Ina./CampuTfus Software 7.6.6(1L)-E t0.For beelcconnedor plate design values see ESR-7311,ESR-191313(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x4 ROOF #16BTR SPACED 29.0" O.C. 2-3=(-208) 105 3-4=(-101) 96 TC LATERAL SUPPORT <= 12"OC. 00N. LOADING 4-5=( -39) 18 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 954V -96/ 221H 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 354V 0/ OH 1.50" 0.95 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -99/ 196V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL= -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 1( Design conforms to main windforce-resisting 9 system and components and cladding criteria. 12 6.00 �( Wind: 140 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 0 I I' o I co ro o c0111• 111111111•11111111111 _ 1 2 611.=.-011 M-3x4 l ,L 1 y ,D PRQj�. 1-06 6-00 5-11-11 �� NGIN , `�"✓ 'PROVIDE FULL BEARING;Jts:2,6,3,4,5 I rn�, R �A_' �� '• y^� h Y JOB NAME : 5017-B POLYGON - DJ6 / �4/0111PScale: 0.3768 --.- W.. WARNIN I.Builder GENERAL Isb, unteuponthe7� A OREGON` I.BuNdar end erection contractor Mould be advised of all General Notes 1.This design la based only upon IM parameters Mown and Is for an individual y� Truss: DJ6 and Waminge before construction commences. building component Applicability of design parameters and proper AN 1. 2.204 compression web bredng must be Installed where shown.. incorporation of component is the responsibility of the building designer. i ' t 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom e.,braceda to be laterally braced et O T �.t a.� Is the responsibility of the erector.Additional permanent bracing of ?'o.c.and et 10'o.c.reepectWaly unless throughout their length by DATE: 11/2/2015 the overall stmeture Is me responsibility of the boldin de continuous sheathing such as plywood sheathing(TC)and/or tlrywal(BC). e✓f R R I y i V' g elgaer. 3.2a Impact bridging or lateral bracing required where shown.a 1+{r SEQ.: K 15 0 9 9 2 3 4.No bad Mould be applied to any component until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any bads greater than 5.Design assumes trusses are to be used In a non-corroNve environment end ere for"dry condition"of oee. design hada be applied to gray component. TRANS ID: LINK 5.con Tue has no control ower and no res e.Design mune,full bearing at all supports shown.Shim or wedge if EXPIRES: ^� �/ 01 pitresponsibility for neeeeesry. X t`.9 2 "1 fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design b furnished subject to the limitations net forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPkWFCA in SCSI,copies of which wit be furnished upon request. Anes coincide with joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,Ino./Compulrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-11288(MITek) This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-6=(0) 0 BC: 2x9 REEF #16BTR SPACED 24.0" O.C. 2-3=(-247) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. DON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 456V -55/ 2570 5.50" 0.73 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -154/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -138/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 11.7" -53/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.032" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 5 Design conforms to main windforce-resisting SI system and components and cladding criteria. Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 r' load duration factor=1.6, 6.00 4 Truss designed for wind loads in the plane of the truss only. ii oI 3 p I S r R3 o 4, t GIN 2'-'-' 09,B. 0 1 M-3x4 ,`ED P R Q1 1 l l y C S 1-06 6-00 7-11-11 .,,` N �N �� �/ge t. 'PROVIDE FULL BEARING;Jts:2,6,3,9,5 I �(,(./ :9200p �- JOB NAME : 5017-B POLYGON - DJ7 Scale: 0-3282 10 ,/ WARNINGS: GENERAL NOTES, unless otherwise noted Cr OREON1.Builder and eredlun contractor should be advised of ailGeneral Notes 1.This design is based only upon the parameters Mown and is for an Individual Truss: DJ7 and Warnings before construction commences. building componentApplicability of dealgn parameters and proper 4.. d 2.b4 compression web bracing must be installed where ehene a Incorporation of component is the responsibility of the building designer. /' 2 Design assumes the top and bottom chords to be laterally braced et (y„ 3.Addttlonal temporary bracing to Insure stability during construction 2'o.c and at 10 o.c racpectNely unless braced throughout their length by © l'k 14s 'O`_ is the responsibillly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). �I-.'.`�("'j DATE: 11/2/2015 the overal structure is the responsibility of the building designer. 3.2x Impact bridging or Wterel bracing required where Moan a+ I l 1.. SEQ.: Ki5 0 4 9 2 4 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tosses are to be used in a non-corrosive environment, TRANS ID• LINK design leads be applied to any component. and ere or"dry afuse. S.CsmpuTNs has no control over and assumes no responsibility ler the 6.Design assumes fill bearing at all supports shown.Shim or wedge If EXPIRES:12/31/2015 2/31/201 5 fabrication,handling,shipment and installation of components. sna assumes C C 1 G Llf T.Plates heeoOen othfcele 905,, November 3,2015 6.This design U furnished subject to the limitations set tadh by B.plates shell be locetec on both faces of Was,end plaid so their inter TPI NfCA in SCSI,copies of which a18 be Nrnished upon request. Ines coincide with(ant center lines. 9.Digits indicate size of Mala In Inches. MITek USA,Ina./CompuTrus Software 7.6.6(1L(-E 10.For basic connector pole design values see ESR-1311,ESR-1938(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x4 HOOF #16BTR SPACED 29.0" S.C. 2-3=(-287) 192 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -94) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 92.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 955V -63/ 293H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 HOOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -161/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -128/ 246V 0/ OH 1.50" 0.32 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -113/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 .oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" • MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 6 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" 5 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 4t o I c 0 3 co • cc, o a __ � 1 o M-3x4 c PROF .,0 y y l y cy-t;-, rtyC,INE' ' 'S'/- 1-06 6-00 9-11-11 (�C-�. C>1p 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 ' y 17_,JOB NAME: 5017-B POLYGON - DJ8J Scale: 0.2998 4/ .jay., WARNINGS: OThis deIsNOTES, unteupothe parametlse er. 7 OREGON 1'MG. 1.Binder and erection contractor should be advised of all General Notes 1.This design h based only upon the paremetera Moven and is wren Individual Truss: D J 8 and warnings before construction commences building component.Applicability of design parameters and proper A,,tit 2.204 compression web bracing must be installed where shown a. incorporation er component is the napeostbgity of the building designer. �'0 !'7 4r 14 t r�)Q 3.Additional temporary bracing to Insure siabllity during construction 2.Design assumes the top end bottom chorda to be laterally braced at Is the responsibility of Sre erector.tre sta al permanent bradng of 2'e c end at 10 e n respectively unless braced throughout their length by /► Toi DATE: 11/2/2015 the overal structure la the responsibility of the burdlrg designer. 3.2r mpad bridging or Werk inradngrequi sed MINN shown nil•• dryweti(Bc). 'a"l, "L"�PI} �, SEQ.: K 15 0 4 9 2 5 4.No bad should be applied to any component until after al bracing and 4.Installation of tons is the reeponelNAty of me respective contractor. 1 l fasteners are compete end at no time should any wads greater than 5.lesion assumes trusses are to be used In a noncorrosive environment. TRANS ID^ LINK design wads be applied to any component. and ate fetdg nncdltlen"elves. rr (�f 5.compuTrus has no control over and assumes no responsibility for the 8.Design assumes Nr bearing at all supports shaven.Shim or wedge If EXPIRES:1 2/31/201 5 ne fabrication,handling,shipment end Installation of components. nessry. 7.Design assumes atleque1 beth face 1c truss,aNovember 3,2015 S.This design is Nmiehed subject to the Iimratione sat forth by S.Plates akar be located on both laces of truss,end placed so thele center TIN/TCA In SCSI,copies of whkh will be furnished upon request. Ones coincide a eh Joint center linea. 9.Digits indicate alta of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF p16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(0) 0 BC: 2x9 KDDF N15BTR SPACED 24.0" O.C. 2-3=(-323( 159 3-4=(-216) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-149) 69 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -65) 30 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 955V -70/ 325H 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 3E'.NG MET. 5'- 11.2" -166/ 396V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -123/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -145/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCUSRENTLY. 17'- 8.9" -50/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) OND. 2: Design checked for net(-5 sf uplift at 24 "oc spacing. Ir 9 ( P ) P VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.398" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 7-03-12 10-05-03 ,r / MAX BORIZ. LL DEFL = -0.005" @ 17'- 8.2" MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" } Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00 1;7' Truss designed for wind loads in the plane of the truss only. 4 M-3x5(S) cc 0 rn 000 M O 4. !CP MIIIIIIIIIIIIIIIIIII -e' O 1 I M-3x9 `,z) PRQp ss y 1-06 y 6-00 y 11-08-15 y �' - .NC's f?• /p :. (PROVIDE FULL BEARING;Jts:2,7,3,9,5,6 I ('t. 89200PE 9r,... JOB NAME : 5017-B POLYGON - DJ9 �'' � Scale: 0.2773 jay.,-- WARNINGS: • OThis designNOTES,Is uMess uponthe paraIse meter ,' , OI�El7ON �+i, 1.Builder and erection contractor should be advised of ail General Notes 1.Tris desig based only upon the parameters shown and is for en individual Ti. Truss: DJ9 and Warnings before construction commences. buildingcomponent.ApphiebnEy of design parameters and proper �a A 2.2�4 compression web bracing must be Installed where shown.. incorporation f component Is the responsibility of the building designer. y • " 2•Q` . \ �4. 2.Design assumes the top and bottom chords to he laterally braced at 3.Additional temporary bracing to Insure stability during construction T o c and et 10 o c respectively unless braced throughout their length by a is the responsibility of the erector.Additional permanent bracing of continuous sheathing ouch as plywood sheathing(TC)andlor drywai(BC). 44,6,,.II �, DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2i impact bridging or intern bracing required where show,++ Ui IR t 1+ SEQ.: K 15 0 4 9 2 6 4.No bad should be applied to any component until after NI bracing and 4.Installation of trues responsibility of the respective contractor. fasteners are complete end at no time should any bads greeter than 5.Design assume.freer Is ere to be used In a non-corrosive environment, TRANS ID• LINK design bads be applied to any component. and are for"dry con&C an"al use. 5.CompuTma has no control over and aaaumea no responsibility for the S.D.. EXPIRES:assumes NII baar!nS at ail supports 0.,Shim or wedge If EXPIRES:12/31/•201 5 fabrication,handling,shipment and lnatalletbn of components. 7.Design assumes adequate drainage i.provided. November 3,2015 6.This design is furnished subject la the limitations set forth by 8.Plates shall be bcebC on both laces of truss,and placed so their center TPVWIDA In SCSI,copies of which wfU be furnished upon request. lines ceindde with)nPi center lines. 8.Digit.indicate sGe of Gate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector pate design values see ESR-1311,ENR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 91613TR LOAD DURATION INCREASE = 1.15 1-2=(-239) 120 1-5=(0) 0 BC: 2x4 KDDF 1I16BTR SPACED 29.0" O.C. 2-3=(-140) 56 3-9=( -61) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 237V -51/ 205H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -162/ 349V 0/ OH 1.50" 0.99 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -120/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 7.5" -46/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.6" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 6.8" 4 MAX HORIZ. TL DEFL = -0.003" @ 13'- 6.8" e Isl Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads iy( n the plane of the truss only. a N r1 I . 0 � r m ct 0 z 5►_. M-3x4 PROVIDE FULL BEARING;Jts:1,5,2,3,4 1 }.~ `-, 9 4 17 89200PE 1✓ JOB NAME : 5017-B POLYGON - E D J Scale: 0.3706 j' /y WARNINGS: GENERAL NOTES, unless otherwise noted OREGON 1A( . . 1.Builder and erection conlradsh or should be advised of all General Notes 1.This design is based onty upon the parameters own and is ler an individual Truss: EDJ and blaming+before conairudion commences. building component Applicability of design parameters and proper 4,. as A. 2.204 compression web bracing must be installed where Mown. Incorporation of component is the responsibility of the building designer. ), 2 .4 2 Design assumes the top and bottom chords to be laterally braced at G ,,y 3.Additional temporary bracing to insure stabggy during construction Zen and at 70'o.c.rospedhroly unless braced throughout their length by ��/f�d, 1 4 y y1 is the responsibility of the erector.Additional pennaneot basing o1 continuous sheathing such as plywood sheathing(TC)and/or drywaq(BC). `6'"/ "Lh("�{i y v' DATE: 11/2/2015 the overal structure la the responsibility of the balding designer. 3.24 loped bridging or lateral bracing required where shown.a T'I i7 1 L SEQ.: K 15 0 4 9 2 7 4.No load should be applied to any component amu after MI bracing and 4.Installation of lona is the responsibility of the respectNe contractor. fasteners are complete end at so time should any loads greater than 5.Design assumes tueees are to be used in a noncorrosive environment, design bade be applbtl to any component. and are tel"dry sendglon"of use. TRANS I D: LINK 5.compuTrue has no control over and assumes no responsibility ler the 8.Desifu l bearing al all supports shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and inelallalonofcomponents. 7.Designssumesadequatedrainageisprovided. November 3,2015 8.This design h furnished subject to the Ilmgatbas ns set forth by 8.Plates shall be located an both faces of truss.and placed their center TPPWICA in SCSI,espies of which wilt be furnished upon request. Moes coincide with Joint center lines. 9.Digits indicate size of plate in inches. Wel(USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 11'— 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. —7 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #163TR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.) PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. • 5-07-08 5-07-08 T T` f 12 12 6.00 (7' Q 6.00 (IM-4x4 I m 11 / ///////////////////////////////////////////////////////////////////////////////////// 1 0 M-3x4 M-3x4 J. ). y 1-06 11-03 :9200PE 'r- JOB NAME : 5017-B POLYGON - F1 Scale: 0.5334 WARNINGS: O.ThIsdeignSb, unlessotherwisearamete �G OREGON l(/ 1.Budder r and s be or contractor should be advised of al General Notes 1.bola design p based only upon the parameters mOdd(eter and Is for an Individual N Truss: F 1 and Warnings beers construction commences. budding component.AaplleabllNy or design parameters and proper p 2.2r4 compression web bradng must be installed where shown 4. Incorporation of component Is the responsibility of the building designer. �++'� 1,.. C''i\ 3.Additional temporary bracing to Insure stability during construction 2 Design end.1assuI D Me los sct bottom as,braceda be laterally braced at T14 T V is the responsibility of the eroctor.Additional permanent bracing of T c c.ted at 10 o.c.reach..ply unless throughout their length by /�, continuous sheath ng such es pbwood ahesihing(TC)and/or drywall(BC). 'V(�`�ri I Lk DATE: 11/2/2015 the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or eters!bracing required where shown++ `�., lr SEQ.: K 15 0 4 9 2 8 4.No bad should be applied to any component until alter all bracing and 4.Installation of buss Is ire responsibility of the respective contractor. fasteners are comptere and at no time should any loads greater than 5.Deign assumes trusses are to be used in a non-corrosive environment, T RAN S I D: LINK design bads be applied to any component. end are for"dry condhmn'of use. 5.CarnpnTrue has no control over end assumes no responsibility ter the 6.Design assumes full hearing al all support.shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and installation of components. necessary.Deign assumes 7. sshallbe aaed on face to rud. and 3,2015 6.This deign is furnished subject to the limitations set forth by 8.Plates shall be located on bon laces of truss, placed so their center TPWJICA in BC51,copies of valtich MN be furnished upon request. lines coindde with join.ye der linea 9.Digits indicate size of Mete in inches. Wee USA.Inc./CornpuTrus Software 7.6.6(1L(-E 10.Forbade connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-170) 101 1-9=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=( -76) 34 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -36/ 1470 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -169/ 370V 0/ OH 1.50" 0.97 ROOF ( 625) 9'- 11.7" -44/ 87V 0/ OH 1.50" 0.14 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.037" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.049" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 3MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 12I) Design conforms to main windforce-resisting 6.00 (0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 a 0 N m o1 c M. 0 -/ 1 4► 0 M-3x4 y 6-00 y 3-11-11 y � O PROF' .Scr 'PROVIDE FULL BEARING:Jts:1,9,2,3 I r_�p'� _`GI NEED / 89200PE c"- • JOB NAME : 5017-B POLYGON - J5Sale: 0.4765 �: [^ WARNINGS:eldarO.This design is NOTES, unless otherwise par noete. OREGON, l'^s. 1.Builder ash eradlen contractor should be advised of a%General Notes 1.This assign Is based only upon the parameters Mown and Is for an Individual V fFll G t,A ,V Truss: J 5 and Warnings before construction commences building component.Apptcabglty of design parameters and proper �y tt 2.204 compression web bracing must be Metaled where Mown+. Incorporodon of component b the responsibility of the building designer. /rO e 1�A' J 3.Additional temporary bracing to Insure stability during construction 2.Design assume the lop and bottom chards to be laterally braced at 6} FS. Is the ro stblllly of me erector.AdtlBbnal permanent bracing of T o c end at 10'sc.reepecasery unless braced throughout their length by (,{�If 'C_ Won continuous sheathing such as plywood sheehing(TC)and/or drywag(BC). "+; T"1'{ X.- DATE: 11/2/2015 the overall structure 1n the responsibility of the Wilding designer. 3.24 Impact bridging or lateral bracing required where Mown++ • R . SEQ.: K1504929 4.Ne bad Mould be applied to any component until aper all bradngand 5.4. is Me erest ivatydithe in anOspeGIvecentraloilmen fasteners aro complete and at no time should any loads greater thant. and gran ss medry trusses era to be e. T RAN S I D: LINK design loads be applied to any component. 8.Design assumes fun bearing at all supports shown.She,or wedge it X p p 3] /r1 5.CompuTnrohas nocontrol over and assumes froresponaiblliryfor the ten, EXPIRES:12!31./2015 fabrication,handling,shipment and matallation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitation at forth by 8.plates shall be located en both faces of buss,and placed so then center TPIANTCA In BCSI,copies of which will be fumished upon request. knee coincide with Joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see E5R-1371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main indforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on ontinuous bearing wall UON. 4-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 5.10 —/ 0 I d111111111 dsi 0 2 om I o - I1lI1 � /Ar���������������������II 4 —3x4 • l l 1 1-06 6-09-08 e. 9,0° P1Q1 ,...3., � �d9 /0 89200PE f JOB NAME : 5017-B POLYGON - G1 • /!0.00". Scale: 0.6999 ^' /y., © ..' "i WARNINGS:aN; GENERAL NOTES, unlaupother/rise eparnoted 7, OREGON 4/ I.Balder and erasion contractor nnshould ons be adviutl Oct General Notes 1.This no Is baud only upon the parameters parameters Mown and Is or an Individual Truss: G1 and Warnings before construction commences, balding component Applicability of design parameters and proper 2.Dt4 compression web brodng must be Installed where shown e. Incorporation of component Is the responsibility of the building designer. �� )e- 14 s 2 4 3.Adtlillonel temporary bracing to Insure stability during construction 2.Design assumes me top and bottom dross to be laterally braced at lathe responsibility of the erector.Additional permanent bredng or 2 o.c,and et 10•h,c,respectively unless braced throughout their length by - DATE: 11/2/2015 the overaletruewreisthe ro nelbgl of designer. continuous ehgoraaeh.epywgreuiredweresown0C)and/or arywal(Bc). M `'L7ri �� spa N o v3.2x Impact bridging or lateral bracing required caner.shown ri SEQ.: Ki5 0 4 9 3 0 4.No bed should be applied to any component anvil after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater then 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"muse. 5.CompuTrus has no control over and assumes no responsibility for the 8 oecesu ewe55 full bearing el all supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling,shipment end Installation of components. ry. 7.Design sswmeseded n drainage to provided. November 3,201 5 8.This design is famished cabled m the Ilmletbna set lanh by 8.Plates shat be toastedobaf led on both faces t s of trues,end placed so their center TPIMTCA in BC51,copies of which all be furnished upon request. lines coincide cath Joint center lines. H.Digits indicate sae of plate in inches. MTek USA,Inc./CornpuTrus Software 7.6.6(1L)-E 10.For basic connecter plate design values see ENR-1311,E5R-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-75) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -78/ 918V -13/ 82H 5.50" 0.67 KDDF ( 625) 3'- 9.2" 0/ 97V 0/ OH 5.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -43/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.021" @ 2'- 5.4" Allowed = 0.248" MAX TC PANEL TL DEFL = 0.019" @ 2'- 5.4" Allowed = 0.372" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.2" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. N M /- O J I RAo o O M-3x9 ) 1 1 1-06 9-00 'PROVIDE FULL BEARING;Jts:2,4,3 to 2� 't' 89200PE r JOB NAME : 5017-B POLYGON - H1 g,{.�+") Scale: 0.7911 "� /�-y`.",- WARNINGS: GENERAL NOTES, unless otherwise noted 110Cr 1.Builder and erection contractor Mould be advised of aI General Notes 1.This design Is based nab upon the parameters Mown and la for an Individual }��OREGON y,, � Truss: H1 and Warnings before construction commences. building component Appllcabllsy or design parameters and proper /% A t°' 2.204 comproaslon web bracing must be Petalled where mown.. Incorporation or component Is the reaponoblllty or the building designer. �r' 27 \ 2.Design assumes the tap and bottom chords to be laterally braced et a ' (#. (y 3.Additional temporarytemporarybracingbracing to Insure:debility tludng construction G rucllon 7 Ac.and at 17 ex.reepsclNely unless braced throughout their length by /(,,a Is the respontlbllly of the erector.Additional permanent bracing of continuous sheathing such as plytwod sheathing(TC)and/or drywe8(BD), 'b7 R y�� DATE: 11/2/2015 the overall structure N the responsibility of the building designer. 3.2e Impact dging or lateral breang required where Mown+. SEQ.. : K 1 5 0 4 9 3 1 4.No load should be applied to any component anti aver al bracing and 4.Installation Ohms Is the responsibility or the raapectNe contractor. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, T RAN S I D• LINK design loads be applied to any component. and aro for andnbn or use. 5.Compuime has no control over and assumes no responsibility for the 8.Dee�gyaseun se NII bearing at aN supports shown.Shim or wedge If EXPIRES:12/31./2015. rabrioatbn,handling.shipment and installation or components. ry. 7.DesigPlates assumes adequateoothi facelepruss,d. an November 3,2015 6.This design h mmiMad subject to the Ilmitatlons set forth by S.Plates shall be located on both teas or Imes,and plead so thele center TPIMTCA In SCSI,copies of ahinh will ba furnished upon request. Ines coincide with joint center lines. 9.Digits indicate alae or pine In Inches. MITek USA,Inc./CompuTfus Software 7.6,6(1L(-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 RODE #14BT02 LOAD DURATION INCREASE = 1.15 - 1-2=(-208) 106 1-5=(0) 0 BC: 2x4 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-102) 38 3-4=( -37) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 'DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 236V -44/ 178H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -165/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -92/ 180V 0/ OH 1.50" 0.23 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'- 11.7" -20/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.038" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" 4 -/ MAX NORIE. TL DEFL = -0.002" @ 11'- 10.9" I )A) Design conforms to main windforce-resisting 12 3 system and components and cladding criteria. 6.00 Wind: 140 mph, h=22.2ft, TCDL-4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 2 0 m O0 I 1 5 ..� 0E7,11 -/ 1 o M-3x4 y 6-00 y 5-11-11 y \��� � p �s`5, 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 I !. „. f}(}p�(J __. E JOB NAME : 5017-B POLYGON - J6 sale- 0.4085 i. ��''P� y WARNINGS: GENERAL NOTES, unless otherwise noted. i "�'��.., 1.Builder and erection contractor should be advised of ail General Notes 1.This design is baud only upon the parameters Mown and b for an Individual -37 A.OREGON , t(f Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper vj 2.2a4 compression web bracing must be Installed where shown v. Incorporation of component la the responsibility of the building designer. or'"� a r ©� 3.Additional temporary bracing to insure stability during construction Z 2'c o.assumes the tap and bottom chorda la be laterally theirbraceat Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as 2'ac.and at 1 O sec.reapectWely unless braced throughout their length by DATE: 11/2/2015 the Quare•structure Is the responsibility of the building designer. 3.Di Impact bridging or lateral bracing requiredod where show)dl dryosupeE). 4//' ''(_]R II- SEQ.: y \ S EQ.: K 15 0 4 9 3 2 4.No bad should be applied to any component until after all bracing and 4.Installation or truss la the responsibility of the respectNe contractor. �i i-1 L fasteners are complete and et no time should any loads greater man 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D. LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrue has no control over and assumes no responsibility for the 5 necessary. ease uren assumes lull bearing al all supports shown.Shim or cadge It EXPIRES: 12/31/2015 fabdoation,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center N O V2fl tier 3,2015 TP W.TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311.ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-5=(-54) 72 3-5=(-210) 173 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-115) 96 WEBS: 2x9 KDDF STAND 3-4=( -9) 9 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.6 POE BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.3 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -86/ 498V -32/ 104H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 9.5" -32/ 277V 0/ OH 5.50" 0.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.140" @ 3'- 5.2" Allowed = 0.410" MAX TC PANEL TL DEFL = -0.167" @ 3'- 5.4" Allowed = 0.615" 6-05-12 0-03-12` / 'I '1 MAX HORIZ. LL DEFL = 0.001" @ 6'- 5.8" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 5.8" 5.00 c7' M-1.5x3 4 -I Design conforms to main indforce-resisting 3 system and components and cladding criteria. iWind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O . 11 M I f m El 1 oI 2 ►5� -/ O 1 M-3x4 M-1.5x3 l 1 l . 6-05-12 0-03-12 1-06 6-09-08 � . �� P f OFp s N it �o� • 89200PEv JOB NAME : 5017-B POLYGON - G2 Scale: 0.5499 'AM CC WARNINGS: GENERAL NOTES, unless on the p e noted OREGON � � � col„ 1.Budder and erection contrad.r should be advised Mat General Notes 1.This designbased only upon the parameters shown and Is for en Individual Truss: G2 and Warnings before construction commences. building copo Applicability of design parameters and proper r.. ' '� 2.2x4 cumpresebn web bradng must be installed where Moven a. Incorporation f pc 1 Is the roeponsib8tty of the building designer. T.Design assumes the top and bottom chords to be laterally braced al 3.Additional temporary bracing to insure stability during construction T b.and at ID o.c.reepectNely unless braced throughout their length by O -,a s y3 is the responsibility of the erector.Addlional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywel(BC). '✓/..` Fl[ IO- DATE: 11/2/2015 the overall structure is the responsiblfty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ.: K 15 0 4 9 3 3 4.No load should be applied to any component until after a1 bradng and 4.Installation of truss h the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than S.Design assumes trusses are to be used in noncorrosive environment, TRANS I D: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CampuTrus has no control over and assumes no responsibildy for the B.Deuces assumes full oaring at all supports shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication,handling,shipment end installation of components. ry� 7.Design laa.ameladed adequate drainage la prodded. November 3,2015 S.This design furnished subject to the limitations set lone by e.Plates shall be t be lo tetl on both faces of truss,and placed so their center TPWIICA In SCSI,copies of whbh will be furnished upon request. Ones coincide ash joint center lines. 9. s indicasate of plate tin inches. . MiTek USA,InciCom uTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-198t1(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-246) 123 1-5=(0) 0 BC: 2x4 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-14B) 60 3-4=( -66) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 238V -52/ 211H 5.50" 0.38 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -161/ 340V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.2" -127/ 260V 0/ OH 1.50" 0.33 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.040" @ 2'- 11.8" Allowed - 0.397" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" 4 -/ MAX HORIE. TL DEFL = -0.003" @ 13'- 10.9" lA( Design conforms to m )n windforce-resisting system and componentsand cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 10 0 2 r 4( o c .10111111111.1 ro 1 5.-'1' -/ O M-3x4 PR n oz, - es l 6-00 1 7-11-11 y yy��`r'‘ 0,61M11� � �'toA- 'PROVIDE FULL BEARING;Jts:1,5,2,3,4 444 s�„F •'Y 89200PE 9r" JOB NAME : 5017-B POLYGON - J7 /cam Scale: 0.3692 a c �'y., 1. WARNINGS: O. hRAeNOTEb, unless o the a,eeete. 77 OREGON '*i. 1 Builder and erection contractor should be advised at all General Notes t This design Is based anty upon the parameten shown and Is Nr an Individual a�.� Truss: J7 and warnings before construction commenced building component.Applicability of design parameters and proper t' 2.9r4 compression web bracing must be installed where Mown t. incorporation of component Is the responstbNlty of the building designer. /'"O I.e' e ' � 3.Additional temporary bracing to Insure stability during construction 2.Design..somas Ms tap and bottom chords to be laterally braced at - V Is the roaponstNllty of the erector.Additional permanent bracing of T o c.and el Id c.c.respectively unless braced throughout their length by ,/{,,.� DATE: 11/2/2015 the overall structure lathe responsibilityof building designer. 24 Imp ous sheathing such lb bracing rewood t required s and/or tlrywell(BC). -�f `+ ['�'( �: o 9 3.2x Impact bridging or lateral brsdnp requlretl where Macon e♦ 1-1 L SEQ. : K 15 0 4 9 3 4 4.No bad should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be applied to any component and are far"dry condlllon"of use. 5.CompaTrus has no control over and assumes no responsibility for the 5_Design assumes lull bearing at all supports Mown.Shim or wedge if EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. necessary. C 5 r fl CJ L/J 1 L 7.Pedgn assumes He ted on beth drainage to ruslseQ November 3,201 5 8.This design b furnished wbJed to 1M limitations set forth by 8.Plates.hep be located on both faces of truss,and placed w their center TPLWICA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. 9.Digits indicate size of plata In inches. MITek USA,Ina./CompuTras Software 7.6.6(1L)-E 10.For basicconnednr plate design values see ESR-7311.ESR-7958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 65 2-6=(-256) 654 6-3=1 0) 302 BC: 204 KDDF #14RTR SPACED 24.0" O.C. • 2-3=(-786) 149 6-7=(-259) 649 3-7=(-734) 220 WEBS: 2x9 KDDF STAND • 3-4=(-138) 127 7-4=(-169) 146 LOADING 4-5=( -9) 4 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -100/ 740V -67/ 196H 5.50" 1.18 KDDF ( 625) 13'- 1.5" -65/ 551V 0/ OH 5.50" 0.88 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.016" @ 6'- 11.7" Allowed = 0.610" MAX TL CREEP DEFL= -0.033" @ 6'- 10.6" Allowed = 0.814" MAX HORIZ. LL DEFL = -0.006" @ 12'- 8.0" MAX HORIZ. TL DEFL = 0.010" @ 12'- 8.0" 7-00-06 5-09-06 0-03-12 '( T T f 12 Design conforms to main indforce-resisting 5.00 C7 M-1.5x3 system and componentsand cladding criteria. 4 5 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 3 1 N a t .� "'0 1 2►- 6 ►-�7 -/ M-3x4 M-1.5x3 M-3x4 1 l l 6-10-10 6-02-14 . . PR p,c y 1-06 y 13-01-08 y �,`C<' NCIN.E' - -e," T 89200PE JOB NAME: 5017-B POLYGON - G3 .� Scale: 0.3573 „,0 WARNINGS: GENERAL NOTES, unlessotherwise noted Cr OREGONN 1.Builder and erection contractor should be advised of ell General Notes 1 This design is based only upon the parameters shown and is for an Individual Truss: G3 and Warnings before eonehhuctbn commences building component.Applicability of design parameters end proper .. 0 S' N 2.Doi compression web bracing must be installed where Mom.. Incorporation of component Is the responsibility of the building designer. �/ `2• • 3.Additional temporary bracing to incurs stability during construction 2 Design assumes the lop and bottom se.chobe to be throughoutaterally braced al >� y is the teeponsibiltty of the erector.Additional permanent bradng of 2 o.c.end Cr 10 o.c.rsash es plywood unless braced their length by 11/2/2015 the overall structure is the recontinuous edging ng such es pywood sheathing(7C)misers)andror drywel(SC). �e 1 R 10- DATE: . spanelbniN of the bolding designer. 3.2s Impact bridging or lateral bracing required where shown 00 SEQ. : K i 5 0 4 9 3 5 4.No bed should be applied to any component until ager el bracing end 4.Installation of truss is the responsibility of the respective contredor. fasteners are complete and at no time should any loads greater than 5.Design assumes trustee are to be used in a noncorrosive environment. TRANS I D: LINK design wads be applied to any component. end ere far"dry condition"of use. �/ r 5.Cempuhue has no control over and assumes no responsibility for the 6.Design assumes ndi bearing e1 ee suppone shown.Shim or wedge If EXPIRES: 12/31/2015 fabrication.handling,shipment and installation of components. 7.Design.wmes adequate drainage is provided. November 3,2015 B.This design B fumbhed subject to the limitations set forth by B.Plates shaft be located on both faces of truss,and placed so their center TPIMTCA In SCSI,copies of which wit be NmMed upon request. linea coincide ash joint center tines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CempuTfus Software 7.6.6(1L)-E 10.For basic connector plate design values see 558-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16870 LOAD DURATION INCREASE = 1.15 1-2=(-287) 143 1-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-184) 79 3-4=(-108) 58 TC LATERAI. SUPPORT <= 12"OC. UON. LOADING 4-5=( -44) 20 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 237V -60/ 245H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -168/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 11.2" -116/ 234V 0/ OH 1.50" 0.30 KDDF ( 625) 13'- 11.2" -109/ 227V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" 5 MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" i 4 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 3 in the plane of the truss only. It 0 st o ` c 1� 1 -- 6 r.''' -/ o M-3x4 5c O P R Q,�� s y s oo l 9-11-11 l C,?��c� INE ',,,40 /0, (PROVIDE FULL BEARING;Jts:1,6,2,3,4,5 I `s�,! ' 4 • 89200E C"' JOB NAME : 5017-B POLYGON - J8 Scale: 0.3249 1n e� WARNINGS: GENERAL NOTES, rotten otherwise noted, OREGON� Truss: J8 Builder and erection contractor should be advised of all General Notes 1.This design is based Doty upon the parameters shown and h for an Individual and Warnings belore construction commences building component.Applicability of design parameters end proper �. N AN 2.204 compression web bracing must be Petalled where Plena a. incorporation of component is the responsibility of the building designer. 14 2.Design assumes the top and bottom chards to be laterally braced at10, 3.Additional temporary bracing n insure stability during construction 2 o c.and at 1d o c raepeclNety unless braced throughout their length by O ,� s p Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)andlur drywell(BC) 'A"/,6".. RIO- SEQ.: .S S DATE: 11/2 2 015 the overall structure Is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown a e 1-1 S E Q.: K1504936 4 No bad should be applied to any component until alter aN bracing and 4.Installation of truss is the responalbitty of the respective contractor. fasteners aro complete and at no time should any loads greater than 5.Design assumes trustees ere to be used In a non-conosiye environment, T RAN S I D: LINK design bads be applied to any component end are for"dry condition of use. 5.CampuTme has no control over and assumes no responsibility ler the S rOieestcoseassumes lull bearing at ell supports shown.Shim or wedge it EXPIRES:I R ES:1 2/3 /201 5 fabrication.handling,shipment and Installation of components ryr 1 7.DesignSshall assumes adequatedon drainageac is proWded. November 3,2015 8.Thio design is furnished subject to the limitations set forth by 8.Plates shall be located on both leas of truss,and placed so their center TPNNrcA in BCSI,copies of which MN be furnished upon request. Anes coincide with joint center lines. uTrus Software 7.6.6 1 L E S.Diens Indicate size of plate In Inches. MITek USA,Inc./Com P ( )- 1o.For basic connector plate design values see ESR-1311,E5R-lO8N(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-776) 178 1-5=(-253) 644 5-2=( 0) 299 PC: 204 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-139) 127 5-6=(-256) 640 2-6=(-723) 216 WEBS: 2x9 KDDF STAND 3-4=( -9) 4 6-3=(-161) 147 LOADING TC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -65/ 595V -69/ 186H 5.50" 0.87 KEEP ( 625) LL = 25 PSF Ground Snow (Pg) 13'- 0.0" -65/ 547V 0/ OH 5.50" 0.87 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.015" @ 6'- 10.2" Allowed = 0.604" MAX TL CREEP DEFL = -0.032" @ 6'- 9.1" Allowed = 0.806" MAX HORIZ. LL DEFL = -0.006" @ 12'- 6.5" 6-10-14 5-09-06 0-03-12 MAX HORIZ. TL DEFL = 0.010" @ 12'- 6.5" T T T T 12 Design conforms to main windforce-resisting 5.00 M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 ti e I u, 1►z� S ►z�6 -/ o M-3x4 M-1.5x3 M-3x4 1 ' J. 6-09-02 6-02-14 y 13 00 y � � pROFscr cc' 89200PE JOB NAME : 5017-B POLYGON - G4 '� ie • Scale: 0.3972 � - WARNINGS:.ladder GENERAL.Tis NOTES, untaop otherwise par m ate' OREGON N _ o"i. 1.ladder and arodbn contractor should be advised of all General stoles 1.This design la basad only upon the parameters shown and 1s/or en individual W tom, Truss: G4 and Wamingsbefore constructincommences. buwmngcomponent.Appllubnllyofdesinparemetersandproper AVv 2.2a4 compression web bradng must be Metalled where shown e. Incerperat en of wmpenehl Ia the roapondblity et the buNding designer >/O q 14 y 2.C:`' ()` �4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end eetybotta chorda to be neayheaterally braced et 1. is the responsibility f the erector.Additional permanent bracing of 7 ex,titin end a 10'cc,ouch unless braced throughout Meir length by o continuous sheathing ouch es plywood sheathing(TC)and/or drywaA(BC). T/ 3 R IO- DATE: 11/2/2015 the overall structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bradng required where oho.•t SEQ.: K 15 0 4 9 3 7 4.No load should be applied to any component until ager est bradng end 4.Installation of hues is the responsibility of the respective connector. fasteners are complete and at no time should any loan greater than 5.Design assumes trusses are to be used ins non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. T RAN S I D: LINK 5.CompuTnro has no control over and MUM'S no responsibility for the 6.Design assumes MI beating at al supports shown.Shim or wedge If EXPIRES:12/31/2015 fabrication,handling.shipment and Installeeon of components. 7. 6°1ry G/t i- C Poses"shell assumes H misquote ton athdraface is provided. November 3,2015 O.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both leas of Wu,and placed w their center TPWVICA in 6CSI.copies of which will be furnished upon request. Anes cemdde with joint center lines 9.Digits indicate size o/plate in inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ENR-1311,ESR-19138(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF H14BTR LOAD DURATION INCREASE = 1.15 BC: 209 KDDF R16BTR SPACED 29.0" O.C. 2- 3=)-75) 2� 2-4=(0) 0 TC LATERAL SUPPORT 0= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -90/ 905V -7/ 546 5.50" 0.65 KDDF ( 625) 1'- 10.9" -41/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 1-11-11 MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.8" Allowed = 0.097" 1 ,f MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.009" @ 1'- 12.0" Allowed = 0.200" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11 0 I 0 cligo 1 M-3x4 ) ) l 1-06 4-00 (PROVIDE FULL BEARING)Jts:2,3,4 cz`co NGItNEFh' /0 89200PE t- JOB NAME : 5017-B POLYGON - HJ1 'A/` -' Scale: 0.6861 /' �' a---".F WARNINGS: GENERAL NOTES, unless otherwise noted Truss;, HJl 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters Mown and is Bre a'individual 7 y OREGON 7�.,... and Warnings before wnstrudlon commences. building component.Applicability or design parameters and pro7 /!% [.5 2.Zs4 compression nab bracing must be installed where shown+ incorporation o/component Is the responsibility of the building designer. �Q 4 1 4 s 2. `^4 3.Addklonal temporary bracing to insure stability during construcllon 2 Design assumes the top and bottom chords to be laterally braced at -7 Vy'^'k'• is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10's.c.respectively unless braced throughout their length by `_ DATE: 11/2/2015 the overall structure is the r. 2xmbduous dgingorseerlbh as acngremeewera5owertlryw,n(Bc). *•Lj IO- DATE: of building designer. 3.2a Impact bridging or lateral bracing required where shown+♦ r'i SEQ.: K1504 9 3 8 4.No mad should be applied to any component An after all bredng and 4.Installation of nose is the respunsidIlty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design Bads be applied to any component. and are for"dry conok;on''ofuse. 5.compuTros has no control over and assumes no responsibility for the B.Design assumes full cussing at at supports mown.shim or wedge if EXPIRES:12/31/2015 fabnution,handling,shipment and installation or components. necessary. 8. byThledesign Isfurnished subject tothe limiationsset forth8.Dealt"°ase m°°saouinbos 1h'teesnnage is tru°'tl°tl November 3,2015 8.lPlates ines coincide loured an both taus of Imes,and placed so their center TPIIW/CA In SCSI,copies of which will be furnished upon request. lines coincide WM i4In:center lines MITek USA,Inc./Com uTrus Software7.6.6(114-E 9.Digits indicate abs of date In inches. P1o.For basiconnnector plate design values see EBR-1371.EBR-1S13B(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-322) 160 1-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-216) 95 3-4=(-149) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -65) 30 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 POE' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIF Ground Snow (Pg) 0'- 0.0" -22/ 237V -68/ 27611 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -173/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -112/ 221V 0/ OH 1.50" 0.28 KDDF ( 625) 13'- 11.2" -139/ 285V 0/ OH 1.50" 0.36 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 17'- 8.9" -47/ 96V 0/ OH 1.50" 0.15 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.039" @ 2'- 11.8" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.053" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005" @ 17'- 8.2" 6 -/ MAX HORIZ. TL DEFL = -0.005" @ 17'- 8.2" 'i Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 6.00 Truss designed for wind loads in the plane of the truss only. 3 0 , I N 0 cil it M O .11, WOMEMMIMMMIIIMMMEMM -I o M-3x4 ..t.<<-"Cis+ ,4 P R Gip-. 1 6-00 1 11-08-15 i w��� ��ffV, � f0�� (PROVIDE FULL BEARING;Jts:1,6,2,3,9,5 I :9200 JOB NAME : 5017-B POLYGON - J9 1GG Scale: 0.3003 WARNINGS: GENERAL NOTES, unless otherwise noted w� OREGON ll l ti,,, 1.Builder and erection contractor should be edvlaed of all General Nates 1.This design Is based only upon the parameters shown and Is for en individual R GO V ./ Truss: J9 and Wemings bet re construction commences. building component.Appbabil ly or design parameters and proper sty ry 2.b4 compression web lensing mud be installed where shown+. incorporation of component Is Me respondb@ty of the building designer. /.0 *1.1- 7 14 2- 4 3.Additional temporary bracing to insure debility during construction 2.Design aasumeti the top and bottom chords to be laterally braced et �„/ la Me ro mlbll f the erecter.Additional nt brodn f 2'o.c.and at 1 P o.e.reupectNety untese braced throughout their length by s� + Noe spa ny o permanent g o continuous sheathing such as eahrg plywood alrsd ng(TC)srd/or drywal(BC). R 1 LX: DATE: 11/2/2015 the overall structure la the responsibility or the building designer. 3.2x Impact bridging Sr Wen'bracing required where shown** n f a 4.Na load should be eppiled to any component untl eller al bracing and 4.Installation of truss Is the respondblity of the respectNe contractor. SEQ.: K 15 0 4 9 3 9 feeblest.are complete and at no time should any bads greeter than 5.Design assumes trusties are to be used In a noncorrosive environment, TRANS ID: LINK design bade be applied to any component. endgne.wmes nl beam or use. 5.Compenes has no control over and enemas no responsibility ler the 6.Design full bearbg at an supports Mown.Shim or wedge if EXPIRES:12/31/2015 Beery. fabrication,hendlirq,shipment endelimenon of components. 7.Design assumes adequate drainage Is provided. November 3,2015 5.This design is furnished subject to the limitations set forth by 8.Poles shag be located on both faun of trues,and placed so their center TPIMTCA In SCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sae of plate In Inches. MITek USA,Ino./CompnTrne Software 7.6.6(11)-2 19.For basic connector plate design values see ESR-1311.ES11-1988(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 0.0" [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 491&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DI. ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PIF Ground Snow (Pg) Truss designed forwind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO TEE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE Lan. TOP Gable endetruss on continuous bearing wall UON. M-1x2 equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 t7 3 —/ ti LO all III N riI N f-I M I o Jr_ o M-3x4 4 J• y y 1-06 8-00 c PROF-4,, -„, / w, +....89200PE 7..... JOB NAME : 5017—B POLYGON — Il41,11Scale: 0.6358 °111; /I WARNINGS:vlderGENERAL NOTES, unleuothensise hepareester OREGON Truss: I1 I.Builder and erection contractor should be advised of ail General Notes 1.This design h based onty upon the parameters shown and B far en individual )� and Warnings before construction commences building component.Applicability of design perimeters and proper 2.Dt4 compression web bradng must be Installed where shown+. incorporation of component Is the rosponsibglty of the building designer. ,�,,,,}}__ 3 Additional temporary bracing to Insure stability during construction 2.Deign assumes the lop and bottom chords to be laterally I their at � - "'(, f 2.� �T" Is the reaponaIbllily of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /j,,, [- DATE: 11/2/2015 the overall structure is the responsibility of the building designer. continuous sheathing suchlbas acng requiredsheatingre sown+dryweA(BC). c-✓/ jj l 5 Bnn p ga.In tmpactbodging m lateralpracing of where shown++ q'1 1.1r SEQ.: K1509990 4.NoroadsroeWeplatbe ean et any time until loadsafter all hand 4.Designlcnommssaaae responsibilitytoused In non-corrosive contviron fesanera are complete and at no time shoed any peas greater men 5. are assumes%by bumus are be In a non<orrosve envkonment TRANS ID: LINK design bads be applied to any component. and far"dry condhlon"of use. 5.CompuTrus has no control over and assumes no responsibility Br the B.Design assumes full bearing et all supporta shown.Shim or wedge if EXPIRES:12/31/201+ fabrication,handling,shipment and installellon of components. 7.Desig assumes adequate drainage Is provided. November 3,2015 II Thio design is furnished subject to the'Imitations set forth by 8.Plates shall be loce°ad an both faces of true,and placed so their center TP WWICA In BCSI,copies of which will be furnished upon request. linea coincide wth:u!rI center lines. MiTek USA,Inc./Com Trus Software 7,6.J 1L E B.Digits indicate size of Nate in inches. Pu ( )- 10.For basic connector plate design values sea ESR-1371.ERR-7988(Mundt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 209 KDDF gg14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 54 2-5=(-50) 66 3-5=(-249) 177 BC: 2x9 KDDF k14BTR SPACED 24.0" O.C. 2-3=(-103) 86 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 92.0 PSP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -89/ 543V -31/ 97H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.019" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = -0.266" @ 4'- 0.7" Allowed = 0.473" MAX TC PANEL TL DEFL = -0.356" @ 9'- 0.7" Allowed = 0.709" MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" ' 1' 12 9.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 4 -/ Wind: 190 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. su N m 0 2�� ►�5 I i 0 M-3x9 M-1.5x3 l l k 7-08-04 0-03-12 1 l 1 - 1-06 8-00 0 PIIOF�C,9NS co t4GIN 892000E JOB NAME : 5 017-B POLYGON - I 2 /e'"'. Scale: 0.5233 --...ell •C) 1� /"_.. WARNINGS: O.TNT AL lin is b arty upon the aram noted eta OREGON tea.. 1.Balder and erection contractor should be advleetl of al General Notes 1.Thla design la Meed only upon the parameters shown and Is for an individual 7 yam, Truss: I2 and Warnings before canstruction commences. bolding component.Applicability of design parameters and proper /CVs..11s,,, 2.204 compression web bracing must be Installed where shown•. incorporation of component la the responsibility of the building designer. fO �/' 2' ! 3.Additions'temporary bracing to Inure stadlily during construction 2.Destgn assumes the top and bottom chords to M klereNy braced at - G (y 1 la Me responsibility et IM erector.Additional 1 bracing et 2 e.c and at 10 c.c.respec.Ney uNess breed throughout their length by /.�a,,.J ' balding en continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). -f 4 7t3 fl{�� DATE: 11/2/2015 the overall structure N the responsibility of the balding designer. 3.24 Impact bridging or lateral bredng required where shown<< I7 1 SEQ.: K 15 0 4 9 41 4.No bad should be applied to any component until after all bredng and 44..Design of s Uuiss ttre are to be usyyd tIthe oa��Ne contractor. fasteners are complete and at no time should any bads greeter than design bads be applied to cony component. and are for"dry cendelon"of use. TRANS I D: LINK s.CompuTrns hes no control over and assumes no responsibilityfor the 6.Design assumes full bearing at ell supports shown.Shim or wedge If EXPIRES:12/31/2015 necessary. V� This ricatNhandling,shipment end Installation of components. 7.Ddgn assmes adequate drainage is prodded. N ovember 3,201 5 6.This design forth Is furnished subject to the IlmNatlune setforthMM h by 8.Plates shall be located on laces of truss,and placed coo their center TPVVVTCA in BCSI,copies of which wig be furnished upon request. Mea coincide with joint center lines. 9.Digits Ind cats alae or plate in inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E to.For basis connector plate design values see EB14-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x9 KDDF jjl&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&13TR SPACED 29.0" 0.C. Design conforms to main windforce-resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 12.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 12 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. 4.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 3 cel I r 0 2 , N f- ,-i I I I M-3x4 4 l l y 1-06 4-00 •C-j,C(..9‘ 6'I D P R QF S 2 . 89200PE fir" JOB NAME : 5017-B POLYGON - I3 - Scale: 0.0111 _1, . 0.110 WA 1.Builder O.ThRALNOTsb unlessotherwisearamete Sy OREGON �( Truss: I 3 andder antl rt before contractornstct en co be advised of all General Notes balbuilding co Ip based onty upon the peromap r.hewn and la lop r Intlly dual aril Waminps berore construction commences. incorpcomponent.Anent la of rdesignesponsibility parameters and proper Nb'. 2 2n4 compression web bracing must be Installed where shown+, incorporation of component la the roaporalbAlty of the building destgner. �` .<r i.. h 4 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap end bosom chaste to M laterally braced at F i}y W is the responlblllty of the erector.Additional permanent bradng of 2 c.c.and at td o ng sanhWely anises braced throughout their length by Y DATE: 11/2/2015 the overall structure is the re.ponstb/lty of the building continuous sheathing such as pNwood sheathing(TC)and/or drywa8(BC). M4 .Ui 11 I t ns designer. 3.2x impact bridging or lateral bracing required where shown++ l+ SEQ.: Ki5 0 4 9 4 2 4.Na load should be applied to any component until ager all bracing and 4.Installation of truss Is fne responNbillty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes tmaeas are to be used In a non-corrosive environment, TRANS ID: LINK design loads Ba applied to any acnnponenl and era to,dry oBnyk,an 51 Use. 5.CompuTrus has no control over and assume.no responsibility ler the 6.Design assumes fail beans"al all supporta shown.Shim or wedge if EXPIRES:12/31/2015 fabrication,handling,shipment and Installation of components. 7.Desi"sasumes adagdate drainage is provided. November 3,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/`AICA In BCSI,copies of which will be famished upon request. Ines coincide with join:center lines. MITek USA,Inc./Com uTrus Sollware 7.6.7(1L 9.Digits indicate size of plate in Inches. p )-E 10.For bask connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"00. 00N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 5410 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 92V 0/ OH 1.50" 0.07 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" 1-11-11 I '( MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ �' p na o iill , INv 0 4 0 M-3x4 ), l y 1-06 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 PPOE , 89200PE <' JOB NAME : 5017-B POLYGON - SJ1 Sale: 0.6811 •4 40 r ..-', WARNINGS:.Bulkier GENERAL NOTES, unlessotherwisethe parameters W� 4/ 1.Balder and erection contractor ahold be advised of ale General Notes 7.This aeNgn le based orale upon tM parameters ahovm and la for an individual "'� OREGON Truss: SJ1 and Warnings before conetructien commences. balding component Applicability of design parameters end proper // ry 2.514 compression web braang must be Instalbd where shown r Incorporation of component Is the responsibility of the building designer. iO 7) y 4 l 25 4: 3.Additional temporary bracing to Insure stability during construction 2 DWgn assumes the lop and bottom chords to be laterally braced el 1 �"w Is the responsibility or me erector.Additional permanent bracing of 2 o.c.end el 10 o.c.reepectNeN antes braced throughout their length by /,l(�f �,} DATE: 11/2/2015 the overall structure Is the re nalbll r the building de continuous sheathing such as plywood sheathing(TC)and/or drywal(90). "1 '+n R I t t,,,,. apo N o ng signer. 3.5c Impact bridging or lateral bracing required where shown.+ r i 1-1 1.. 4.No bad should be applied to any component until after al bracing and 4.Installation of Wu le the responsibility oink respectNe contractor. SEQ. : K 15 0 4 9 4 6 fasteners are compete end at no time should any loads greater then 5.Design assumes tnrsses are to be used b a nenroarrosive environment, and TRANS ID: LINK dedgn bads be applied to any component. Dad for names b5rhion.rg us e. E CompuTme has no control over and assumes no responsibility forth. 6.Design awmes full beadrg at an supports shown.shim or wedge g EXPIRES: X l'3I R E :12/31 2 31/201 5 necessary. Ghr f"1 La3 L/J 1/LlJ fabrication,handling,. subject and Installation of components. 7.Design assumes adequate drainage la provided. November 3,201 5 B.This dedgn is banished subject to the limitations set forth by B.Plates shall be located on both fads of truss,and placed so their center TPVWTCA M SCSI,copies of which vel be furnished upon request. lines coincide aSh joint center linea 9.Digits Indkele eke of plate In inches. MITek USA.lno./CompuTrUN Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-7371,ENR-1966(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-69) 30 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -13/ 71H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 11.7" -94/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 6.00 cp.- BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" 8 3'- 10.9" 1 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads Iin the plane of the truss only. o T cs of f 2 1111111.- 4 M-3x4 • J• 1 y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I .90PRO,t s. co �yGINE',-R ,/0 `` 89200PE JOB NAME : 5017-B POLYGON - SJ2 4If.015,6r Scale: 0.7890 .. . WARNINGS: GENERALNOTES, uMeupentotherwise eparamete �" OREGON ' Truss: SJ2 and er Wrntl erection contractornstrucshouldbendvlsetl of all General Notes This design,p based only plcabny opeeignermshown and sofor an IndlWtlual b' 4 dna lMrnmgs before oonstrucibn tommencae building component.Applicability of design parameters and proper 2 2a4 compression web bradng moat be installed where shown n. incorporationcomponent Is the responsibility of the building designer. #."(> 1 Y.. 2-[1 �4 3.Additional temporary bracing to Insure stability during construction 2 Design the top and bottom chords to be laterally braced al r '�4 r V IS the responsibility of the erector.Additional permanent bracing of 2 pc.and at t O .respeciNely unless braced throughout their length by DATE: 11/2/2015 the overall structure Is the responsibility W impact shging or such l b acing reood uiredwherE)and/or arywen(Bc). , Lj R �L of the butane designer. 3.2a Impact bridging or lateral bradng required where shown ri SEQ. : K 15 0 4 9 4 8 4.No load should be applied to any component ami after el bradng and 4.Installation of trues la the responsibility of the respective contractor. fasteners are complete and el no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, T RAN S I D: LINK design bads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes roll bearing at all supports shown.Shim or wedge It EXPIRES: 12/31/2015 necesfabricetbn,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. November 3,2015 6.This design Is furnished subject to the limitations set forth by S.plates shall be located on both faces of truss,and placed ea their anter TPIV'ICA In SCSI,copies of which will be furnished upon request. lines coincide wbh joint center lines. 9.Digits Indicate rine o/plate In inches. MITek USA,Inc./CompuTruS Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1371,ESR-1958(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 0.0" (COED. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 204 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, End vertical(5) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. M-1.5x9 or equal at non—structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-08-04 0-03-12 • T T 12 4.00 v M-1.5x3 -♦ 3 • u7 ti � N � w, all1=1111=1111.111111 -/ 5 6 M-3x9 M-1.5x3 y y l 1-00 4-00 ,<"‹,9,00 PR°Fe 892001E JOB NAME : 5017—B POLYGON — Z1 Scale: 0.6405 it 01 1'.; WARNINGS: GENERAL NOSES, uneuponthe parameteee 7� OREGON t Bulder and arsdfon contractor should be advhed dal General Notes 1.Tnla design is based only upon the parameter.drown and la for an InaWdal R 'V Truss: z1 and Warnings before construction commences. balding component AppyabiGy of design parameters and proper �a ��� 2.2x1 eempresalon web bracing must be Installed where shown 5. Incorpontlan of component Is the naponsibAity of the building designer. ^' 3.Additional temporary bracing to Insure stability during construction 2.Sestgn assumes the tap end bottom drone la be througWei-allyhout bread et 1- 14a is the responsibility of erector.Additional permanent bracing f T a e and al iP o.c.reepectNety unless braced throughout their length by apon pa g o Impact sheathing such as plywood sheathing(TC)and/or drywal(BC). tFiR 1 1 DATE: 11/2/2015 the overall stmeture N the responslbEty of the building designer. 3.Ie 2x Impact bridging or lateral bracing required where shown e• Fl L SEQ.: K 15 0 4 9 4 9 4.Na load ehould be applied to any component until after al bracing and 4.Installation Ration of truss a teee responsibility beuyd fithe tro�rtaei e contractor. fasteners are complete and at no time should any bads greater than end are assumes"dry MOMS"re toub e. T RAN S I D• LINK design loads be applied to any component. 6.Design assumes efuin bearing at ail swoons shown.Shim or wedge If 5.CompuTnn hoe no control over and assumes no responsibility forthe neaeeary. EXPIRES.12/31/2015. fabrication,handling,shipment and installation of components. 7.Design assumes edequale drainage is provided. November 3,2015 8.This design a famished subject to the Ilmitatlons set forth by 8.Plates shell be located on both faces of trues,and placed so their anter TPW.tICA in SCSI.copies of which will be Nmlehed upon request. linea coincide with feint anter lines. 9.Digits Indicate size cf plate in inches. MITek USA.Int./CompUTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR.131 t,ESR-7988(MiTek) This design prepared from computer P p input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16:BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-24) 27 3-5=(-120) 101 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(-54) 36 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -16/ 52H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 0.0" -18/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-08-04 0-03-12 MAX TC PANEL LL DEFL = 0.014" @ 2'- 3.3" Allowed = 0.192" IMAX TC PANEL TL DEFL = 0.013" @ 2'- 2.0" Allowed = 0.287" 12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 4.00 17 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" Design conforms to main indforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5X3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 71 in the plane of the truss only. N ilI r 0 I (0 In SVIIIMAI11 I O 1 0 2► 5ir f M-3x4 M-1.5x3 ), l b 3-08-04 0-03-12 1 l 1 1-00 4-00 �e 51 N ,,1N4. /0 892001E r JOB NAME : 5 017-B POLYGON - Z 2 Scale: 0.6209 ��-' WARNINGS: GENERAL NOTES, unless otherwise noted V CZ' TrussZ2 Builder and erection contractor should be advised of al General Notes I.This design is based onN upon the parameters shown and Is for en Individual -frr� OR EG©N 1. and Warnings before construction commence, building component.Applicability of design parameters and proper [, 2.2a4 compression web bredng moat be Installed where shown.. incorporation of component Is me responsibility of the building designer. �r =' 1 4 �r 2 Design the top and throughout braced -7 9 A x V 3.Additional temporary bracing to insure Nabllky during construction laterally 1`Y Is the responsibility of the erector.Additional permanent bracing of 2'ex.and at/G a.c,reapeaNeN unless braced throughout their length by DATE: 11/2/2015 the overall structure Is m3.2a Impact bodging or laterall e responsibility of the building designer, continuous sheathing ash peind where eon/or tlrywall(BC). k.��. �� bradrp required ere shown.• f i' SEQ.: K 15 0 4 9 5 0 4.No load should be applied to any component until eller al bracing and 4.Installation Ohne is the responsibility of the reepaaive contractor. fasteners are complete and at no time should any leads greater than 5.Design assumes waves are to be used in a noncorrosive environment. TRANS ID: LINK design leads be applted to any component, and are for"dry condklon"ol ties. 5.CompuTrua has no control over and(resumes no responsibility for the a nDceee ea assumes lull bearing al all supports shown.Shim or sedge if }�p {E5: 12/31/2015 fabncaticn,handling.shipment and Installation of components. ry. 6.This design is Rmiehad subject to the krekaliene set forth by 8.Design nsassumes an ne loadequate tlted en both faces o frunsand placed so their center November 3,2015 TPINVTCA in SCSI.copies of which wit be furnished upon request. Pm coincide with(sire center lines. MiTek USA,Inc./CompuTrvs Software 7.6.7(iL}E 9.Digits indicate size of plata in Inches. II.For basic connector plate de&gn values see ESR-1311,ESR-1988(MiTek) Symbols Numbering System stem General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4 I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEIDimensions are in ft-in-sixteenths. 11144,_ Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. C1-2 '=2-3 2. Truss bracing must be designed by an engineer.For Q.T/Tbr 4 wide truss spacing,individual lateral braces themselves WEBS co., may require bracing,or alternative Tor I bracing should be considered. =O u `12' 3 '� e O 3. Never exceed the design loading shown and never F U �° 'u U stack materials on inadequately braced trusses. 0 L 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 1--- C7-8c�i cs 6 O� designer,erection supervisor,property owner and plates 0-14,4' from outside BOTTOM CHOPDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1 311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ifr Indicated b symbol shown and/or SYP represents values as published specified. 'll i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing. or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2C12 MiTek®All Rights Reserved approval of an engineer. HMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. MN iiiI ►. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: WI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. jaTek° BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference She,: :MII-7473 rev.01/29/2013